Damage analysis of a steel–concrete composite frame by finite element model updating

Chellini, Giuseppe; Roeck, Guido De; Guarda-Nardini, Luca; Salvatore, Walter

doi:10.1016/j.jcsr.2009.10.004

Cited by 37 publications

(18 citation statements)

References 33 publications

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“…This fact implies an increasing of the structural overstrength. Moreover, that period lengthened significantly as a result of the damage, damping the inertial forces [26][27][28]. Equivalent viscous damping ratios not exceeding 1% are recommended for non-linear dynamic analysis of the bare frame system without non-structural components.…”

Section: Discussionmentioning

confidence: 99%

Seismic performance of a 3D full‐scale high‐ductile steel–concrete composite moment‐resisting frame—Part II: Test results and analytical validation

Braconi¹,

Bursi

Fabbrocino

et al. 2008

Earthq Engng Struct Dyn

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SUMMARYThis paper presents the results of a multi-level pseudo-dynamic seismic test program that was performed to assess the performance of a full-scale three-bay, two-storey steel-concrete composite moment-resisting frame built with partially encased composite columns and partial-strength beam-to-column joints. The system was designed to develop a ductile response in the joint components of beam-to-column joints including flexural yielding of beam end plates and shear yielding of the column web panel zone. The ground motion producing the damageability limit state interstorey drift caused minor damage while the ultimate limit state ground motion level entailed column web panel yielding, connection yielding and plastic hinging at the column base connections. The earthquake level chosen to approach the collapse limit state induced more damage and was accompanied by further column web panel yielding, connection yielding and inelastic phenomena at column base connections without local buckling. During the final quasi-static cyclic test with stepwise increasing displacement-amplitudes up to an interstorey drift angle of 4.6%, the behaviour was ductile although cracking of beam-to-end-plate welds was observed. Correlations with numerical simulations taking into account the inelastic cyclic response of beam-to-column and column base joints are also presented in the paper together. Inelastic static pushover and time history analysis

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Section: Discussionmentioning

confidence: 99%

Seismic performance of a 3D full‐scale high‐ductile steel–concrete composite moment‐resisting frame—Part II: Test results and analytical validation

Braconi¹,

Bursi

Fabbrocino

et al. 2008

Earthq Engng Struct Dyn

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show abstract

“…Although some researches have constructed the error functions with weights for modes, the value of a weight for each mode has not been determined based on any rational basis. Chellini et al () used an equal weight value for all modes under consideration. Moaveni et al () assigned 1.0 and 0.5 as the weight values for first and second modes.…”

Section: Modal Participation Factor‐based Model Updating Techniquementioning

confidence: 99%

Model Updating Technique Based on Modal Participation Factors for Beam Structures

Kim

et al. 2015

Computer aided Civil Eng

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This article proposes a model updating technique based on modal participation factors for a beam structure. In this model updating technique, the error functions of the dynamic characteristic differences between measurement and model are generated as the number of modes under consideration and minimized using the multiobjective optimization techniques. A modal influence factor defined by modal participation factors for each mode is presented for the selection of the best solution from among Pareto solutions. The selection rule represented in this article makes it possible to reflect the contributions of each mode on the behavior of a structure. The model is updated using natural frequencies measured in an impact hammer test of a beam structure and the validity of the updated model is confirmed by the strain responses measured from the test. It is found that the bending stiffness of the beam structure as the parameter for model updating can be identified by the proposed techniques. Furthermore, through comparing the models updated by the simple sum model updating and the technique in this research, it is verified that the proposed technique is more appropriate for the model updating.

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“…In the past few decades, sensitivity-based finite element (FE) model updating methods have been widely investigated [1][2][3], and successfully applied in the damage detection [4][5][6] of structures based on experimentally measured modal parameters. In these methods, damage is identified by minimizing the differences between the analytically FE computed and experimentally measured data through updating the physical variables and using sensitivity derivatives of modal parameters with respect to physical variables.…”

Section: Introductionmentioning

confidence: 99%

Probability-based damage detection using model updating with efficient uncertainty propagation

Chen

et al. 2015

Mechanical Systems and Signal Processing

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Damage analysis of a steel–concrete composite frame by finite element model updating

Cited by 37 publications

References 33 publications

Seismic performance of a 3D full‐scale high‐ductile steel–concrete composite moment‐resisting frame—Part II: Test results and analytical validation

Seismic performance of a 3D full‐scale high‐ductile steel–concrete composite moment‐resisting frame—Part II: Test results and analytical validation

Model Updating Technique Based on Modal Participation Factors for Beam Structures

Probability-based damage detection using model updating with efficient uncertainty propagation

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