Computational Models for the Low-Cycle Fatigue Behaviour of Composite Members and Joints

Bursi, OS; Ferrario, F.

doi:10.4203/csets.10.5

Cited by 4 publications

(5 citation statements)

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“…The parameters that result from static monotonic behaviour (K a , M a , K pa , K d , M d, K pd ) can nowadays be obtained with sufficient accuracy from the application of the component method (EC3- [1][2][3][4][5][6][7][8]2005) for the range of joint typologies addressed in this paper. iii)…”

Section: Discussionmentioning

confidence: 99%

Numerical Implementation and Calibration of a Hysteretic Model With Pinching for the Cyclic Response of Steel Joints

Nogueiro¹,

Silva²,

Bento³

et al. 2007

Volume 3 Number 1

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ABSTRACT:In this paper, a hysteretic model with pinching is presented that is able to reproduce realistically the cyclic response of generic steel joints. Secondly, the computer implementation and adaptation of the model in a spring element within the computer code SeismoStruct is described. The model is subsequently calibrated using a series of experimental test results for steel joints subjected to cyclic loading. Finally, typical parameters for the various joint configurations are proposed.Keywords: structural engineering, steel structures, buildings, component method, beam-to-column joints, dynamic behaviour, seismic behaviour, joint model INTRODUCTIONThe behaviour of steel or composite joints under cyclic loading is characterized by hysteretic loops with progressive degradation of strength and stiffness that eventually lead to failure of the joint. A typical natural event that, for simplicity, is usually approximated by cyclic loading is an earthquake. Usually, seismic events provoke relatively high amplitudes of rotation in the joint area, so that steel repeatedly reaches the plastic range and the joint fails after a relatively small number of cycles. This typical behaviour is usually called oligocyclic fatigue, in close analogy with the behaviour of steel under repeated cyclic loading stressed into the plastic range (Fig. 1a).

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Section: Discussionmentioning

confidence: 99%

Numerical Implementation and Calibration of a Hysteretic Model With Pinching for the Cyclic Response of Steel Joints

Nogueiro¹,

Silva²,

Bento³

et al. 2007

Volume 3 Number 1

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“…The structural behaviour of steel joints under cyclic loading is characterised by hysteretic loops with progressive degradation of strength and stiffness, often combined with pinching effects. As an example, Figure 1 exemplifies two extreme behaviours for steel joints: a stable behaviour (Figure 1(a)) for a double extended endplate beam-to-column steel joint [12], where hardly any degradation is noted, and extensive pinching (Figure 1(b)) for a flush end-plate beam-to-column steel joint [13]. Figure 2 illustrates the three hysteresis loop types usually observed in the bending moment-rotation response of steel joints subject to cyclic loading.…”

Section: Cyclic Joint Behaviourmentioning

confidence: 99%

Cyclic behaviour of steel beam‐to‐column joints and calculation tools

et al. 2021

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The seismic design of dissipative beam‐to‐column steel joints is currently allowed in Eurocode EN1998 only when supported by tests due to the lack of reliable models for predicting their behaviour under cyclic conditions. On the other hand, the well‐known component method coded in EN 1993‐1‐8 (EC3‐1‐8) only applies to monotonic response of the joints. In this paper, an extension of this method, cyclic component method (CCM), is presented, which was developed and implemented for cyclic conditions in the scope of the research project EQUALJOINTS. The CCM was developed to predict the joints moment‐rotation behaviour for a wide range of joint configurations by properly combining cyclic force‐elongation behaviour of relevant components using the Modified Richard‐Abbott model. The step‐by‐step development and implementation of the CCM addresses (i) widespan variety of joint configurations and (ii) is fully compatible with the prescriptions in EC3‐1‐8. An example of application of the method is shown for an end‐plate beam‐to‐column steel beam‐to‐column joint, highlighting the level of accuracy achieved so far in the simulations of the cyclic behaviour of joints. The work performed so far shows promising results and good perspectives for new developments, which are identified making use of evidence from the results of the application example.

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“…In the literature, see Williams and Sexsmith (1995) and Bursi and Ferrario (2003), it was found that a damage index for concrete members must be closely related to the plastic hinge length, for which estimates with common formulae show large dispersion. In the literature, see Williams and Sexsmith (1995) and Bursi and Ferrario (2003), it was found that a damage index for concrete members must be closely related to the plastic hinge length, for which estimates with common formulae show large dispersion.…”

Section: Test Specimensmentioning

confidence: 99%

“…3.2.1 Substructure specimens. In the literature, see Williams and Sexsmith (1995) and Bursi and Ferrario (2003), it was found that a damage index for concrete members must be closely related to the plastic hinge length, for which estimates with common formulae show large dispersion. This problem was also related to the fiber length to be used in the full-scale experiment, to employ the standard relationship χ = ϕ s , where χ defines the mean curvature, ϕ the plastic hinge rotation, and s the corresponding length.…”

Section: Test Specimensmentioning

confidence: 99%

Capabilities of a Fiber Bragg Grating Sensor System to Monitor the Inelastic Response of Concrete Sections in New Tunnel Linings Subjected to Earthquake Loading

Tondini

Bursi

Bonelli

et al. 2015

Computer aided Civil Eng

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In a comprehensive experimental campaign, we investigated the capabilities of Fiber Bragg Grating (FBG) sensors in monitoring the inelastic response of new circular concrete tunnel linings, subjected to seismic events. The FBG sensors measured the strains of steel reinforcement to be treated by a decision support system (DSS). First, a set of four‐point bending tests was performed on tunnel substructures, with the aim of characterizing the cross‐section under cyclic loading and of designing an FBG sensor package for use in a unique full‐scale test on a structure, which represented a complete circular section of the tunnel lining. Several types of FBG packages, to be embedded in and applied externally to the tunnel section, were tested to find the best solution. For comparison purposes, some standard devices were also used. The results of the experimental campaign are presented in detail, highlighting the performance of FBG sensors in reliable inelastic strain measurement of ductile concrete sections in seismic zones. Finally, the use of these data by a DSS allowed for the estimate of current structural conditions and damage at the monitored sections.

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Computational Models for the Low-Cycle Fatigue Behaviour of Composite Members and Joints

Cited by 4 publications

References 0 publications

Numerical Implementation and Calibration of a Hysteretic Model With Pinching for the Cyclic Response of Steel Joints

Numerical Implementation and Calibration of a Hysteretic Model With Pinching for the Cyclic Response of Steel Joints

Cyclic behaviour of steel beam‐to‐column joints and calculation tools

Capabilities of a Fiber Bragg Grating Sensor System to Monitor the Inelastic Response of Concrete Sections in New Tunnel Linings Subjected to Earthquake Loading

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