Modal analysis for masonry arch bridge spandrell wall separation identification

Armstrong, D. M.; Sibbald, A. R.; Fairfield, C. A.; Forde, M. C.

doi:10.1016/0963-8695(95)00048-8

Cited by 27 publications

(13 citation statements)

References 1 publication

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“…For instance, to investigate the spandrel wall separation, Armstrong et al (1995a) tested two brick masonry arch bridge scaled models by impact hammer excitation. The authors were able to relate the deviations between natural frequencies and the mode shapes to the structural condition of the arch bridges.…”

Section: Scaled Laboratory Modelsmentioning

confidence: 99%

Calibration under uncertainty for finite element models of masonry monuments

Atamturktur¹,

Hemez²,

Unal³

2010

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About the Cover:The figures on the cover illustrate three aspects of the validation of a computational model developed to predict the vibration response of historic masonry monuments. Top right: The National Cathedral, Washington, DC, where vibration response of vaults is experimentally measured to assess the effect of structural damage. The measurements provide acceleration time series used to verify and validate predictions of the numerical simulation. Top left: The computational finite element model is shown to illustrate the mesh discretization of a vault. The model is analyzed to simulate the vibration response. Colors represent different material properties whose uncertainties are propagated through the calculation. Bottom: The measurement of a vibration mode shape of the structure (solid line) is compared to the prediction of the finite element model (dashed line). Crosses illustrate the uncertainty of predictions due to variability of the boundary conditions and material properties. Statistical tests are implemented to quantify the accuracy of the finite element model, given measurement variability and prediction uncertainty. Tables Table 3- Calibration Under Uncertainty for Finite List of Figures List of ABSTRACTHistorical unreinforced masonry buildings often include features such as load bearing unreinforced masonry vaults and their supporting framework of piers, fill, buttresses, and walls. The masonry vaults of such buildings are among the most vulnerable structural components and certainly among the most challenging to analyze. The versatility of finite element (FE) analyses in incorporating various constitutive laws, as well as practically all geometric configurations, has resulted in the widespread use of the FE method for the analysis of complex unreinforced masonry structures over the last three decades. However, an FE model is only as accurate as its input parameters, and there are two fundamental challenges while defining FE model input parameters: (1) material properties and (2) support conditions. The difficulties in defining these two aspects of the FE model arise from the lack of knowledge in the common engineering understanding of masonry behavior. As a result, engineers are unable to define these FE model input parameters with certainty, and, inevitably, uncertainties are introduced to the FE model.As the complexity of the building increases, as is the case for historical unreinforced masonry buildings, the errors and uncertainties in the analysis also increase. In the presence of high and numerous uncertainties originating from multiple sources, deterministic approaches in which parameters are defined as constant values assumed to be known with certainty cannot be implemented reliably. Probabilistic methods, however, provide a rigorous and rational means in treating the uncertainty present in the FE analysis of historical unreinforced masonry buildings. The way in which uncertainty in historical unreinforced masonry construction is treated is one of the novel and main contributions...

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Section: Scaled Laboratory Modelsmentioning

confidence: 99%

Calibration under uncertainty for finite element models of masonry monuments

Atamturktur¹,

Hemez²,

Unal³

2010

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“…When the amplitude of the FRF, which is a complex function, is plotted, the frequency values corresponding to the peaks are considered to be the natural frequencies of the structure. The mode shapes can be determined by evaluating the ratio of the amplitudes of the peaks for each sensor, together with the angle of the FRF . If it is assumed that the PSD of the input force under operating loads is approximately equal in all frequency values (white noise assumption), the natural frequencies and the mode shapes can be calculated directly via the Fourier transform of the response.…”

Section: System Identificationmentioning

confidence: 99%

Modal plot—System identification and fault detection

TUFAN

Akalp

2019

Struct Control Health Monit

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Summary The damage identification is one of the primary concerns in structural health monitoring. Among the available studies, various authors have proposed several approaches for damage detection as well as certain parameters to be monitored (damage indicators) based on the “Output only Modal Analysis.” In this study, “Level 0” fault detection is investigated by using modal properties. The utilization of modal properties has been established since the 1970s‐1980s in a number of configurations. Within the context of this study, novel concepts and parameters such as the “Modal Plot,” the “Count Plot,” and the “Modal Zones” are introduced for system identification and damage detection. Modal parameters are identified via the modal and count plots, and the damage presence is detected from the modal zones in the modal plot. The modal plot is a method that contributes to the stabilization diagrams, and the count plot is an alternative approach for the power spectral density diagrams. Moreover, the modal zone is observed as a damage sensitive parameter in the experimental study.

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“…The modes of vibration are the vibrations occurring at these natural frequencies, and the shape of the deformation of the structure at each natural frequency is the modal shape (Armstrong et al 1995). To evaluate the modal behavior of a simple structure, finite element analysis is a common methodology.…”

Section: Preliminary Structural Modelmentioning

confidence: 99%

“…The dynamic evaluation of masonry structures, particularly bridges, is usually done with finite elements modeling (Betti et al 2008;Giordano 2002;Fanning and Boothby 2001). Although these methodologies provide useful information for an accurate diagnosis of the historical masonry structures, their complexity leads to consider diverse experimental data to adjust the model and to improve the results (Armstrong et al 1995;Macchi 1996). In the case of complex masonry historical buildings it is also recommended to model only structural parts instead of the complete structure (Lourenço 2002).…”

Section: Introductionmentioning

confidence: 99%

Characterization of a Romanesque Bridge in Galicia (Spain)

Pérez-Gracia

Capua

Caselles

et al. 2011

International Journal of Architectural Heritage

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This article presents the characterization of a mediaeval bridge located in Fillaboa, Galicia (northern Spain). The study of this bridge involves data acquisition about the structure (geometry, visual inspection of damages, and nondestructive testing), the evaluation of the possible damage mechanisms compatible with the observed cracks and fissures, and the dynamic evaluation of the structure. This bridge is a masonry four-lancet arches bridge, with damage on the piers and abutments. Two non-invasive methodologies are applied to obtain information about the bridge: ground-penetrating radar (GPR) survey and ambient vibration noise measurements. The drawings of the structure were created using close-range photogrammetry (CRP). A finite elements model of the structure was obtained prior to the vibration field measurements, as a preliminary evaluation. Data obtained from GPR and the geometry determined with CRP were the information used in this preliminary model of the bridge. This model was improved using the dynamic field test to compare model behavior and to validate the numerical results. A second and more accurate model was then obtained by using finite elements according to the experimentally measured modal frequencies (the possible first three transversal vibration modes of the bridge).

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Modal analysis for masonry arch bridge spandrell wall separation identification

Cited by 27 publications

References 1 publication

Calibration under uncertainty for finite element models of masonry monuments

Calibration under uncertainty for finite element models of masonry monuments

Modal plot—System identification and fault detection

Characterization of a Romanesque Bridge in Galicia (Spain)

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