Evaluation of nonlinear static procedures for seismic performance assessment of BRBF structures

Ferraioli, Massimiliano; Lavino, Angelo; Mandara, Alberto

doi:10.1201/b11396-139

Cited by 5 publications

(7 citation statements)

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“…The difference of the energy factor in the long-period region is insignificant. However, in practice when the post-yielding stiffness ratio is larger, which is recommended by recent research works [15,18,29], the energy factors based on elasto-plastic model may lead to a significantly biased estimation. Especially for long-period structures, unconservative results may be obtained as the γ denoting the demand is underestimated.…”

Section: The Energy Factor Spectramentioning

confidence: 95%

“…Jiang et al [9] used the energy factor to determine the energy demand of systems and developed an energy-based multimode pushover analysis procedure. It should be noted that although these procedures are rational as they lead to reasonable accuracy, they were established on the elasto-plastic idealization which might conceal some real features of systems, especially for some innovative structures showing multiple yielding stages [11][12][13][15][16][17][18]. In this regard, it is more instructive to involve the yielding stages and to evaluate their effects when constructing the energy-balance equation.…”

Section: Introductionmentioning

confidence: 97%

“…1, and this feature is remarkable especially for systems such as the damage-control systems with energy dissipation devices [15][16][17] and recently proposed innovative systems considering the performance-based design [11][12][13][14]18]. In essence, this feature is caused by yielding sequences of components in systems and has been observed by the research works of specific systems [11][12][13][15][16][17][18]. In this context, the ductility factor defined as the ratio of the maximum displacement to the first yield displacement [9,11,13] might only evaluate the maximum inelastic deformation, and the influence of the multiple yielding stages is neglected.…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

The energy factor of systems considering multiple yielding stages during ground motions

Chuan

2015

Soil Dynamics and Earthquake Engineering

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Section: The Energy Factor Spectramentioning

confidence: 95%

Section: Introductionmentioning

confidence: 97%

Section: Introductionmentioning

confidence: 99%

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The energy factor of systems considering multiple yielding stages during ground motions

Chuan

2015

Soil Dynamics and Earthquake Engineering

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“…A promising alternative for improving the seismic performance of conventional steel MRF structure is to install energy dissipation members designated as sacrificial fuses into the steel MRF structure. For instance, Charney and Atlayan [1] proposed the concept of hybrid steel MRF systems in which the formation of plastic hinges was designed in the expected sequence, and selected bays with low yield point energy dissipation beams will dissipate energy at a relatively small drift. The sound performance of the system was validated by dynamic analyses of prototype systems.…”

Section: Introductionmentioning

confidence: 99%

11.14: Seismic performance of high‐strength‐steel frame with buckling hinge beams in energy dissipation bays

Chen

Yam

2017

ce papers

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Although steel moment resisting frame (MRF) systems had long been recognized as effective seismic resistant structures, recent earthquake events and seismic loss estimations indicated that uniform damages of structural members and significant residual deformations would be expected after even a moderate earthquake event for steel MRF systems designed following the conventional ductility-based design philosophy, and this incompleteness produced the impetus for overhaul of design methodologies and developing innovative systems. With the goal of enhancing the seismic performance of steel MRF structures in low-to-moderate seismic regions, this research explored the seismic behavior of high-strength-steel (HSS) frame with energy dissipation bays (EDBs) equipped with buckling hinge beams, denoted as the HSSF-BHEDB system. In particular, the HSS frame is composed of steel with the nominal yield strength higher than 460 MPa, and the buckling hinge beams in the EDBs are constructed with cross-sections classified as Class 3 or Class 4 by Eurocode 3. The motive of the novel design concept was to improve the structural nonlinearity of steel MRF systems with encouraging damage evolution mode and controllable residual deformations under earthquakes, and the limited energy dissipation of both the buckling hinge beams composed of slender cross-sections and HSS members can provide a solution for structures in low-to-moderate seismic regions. In this work, the design concept and the rationale of the HSSF-BHEDB were explored in detail. Then, a large-scale quasi-static test of a structure was conducted to provide experimental evidence and assess the feasibility of the design concept, and the behavior of the specimen from inception of yielding to failure was completely investigated. The test results showed that the system was characterized by the damage-control behavior that diverted inelastic damages in the buckling hinge beams of the energy dissipation bay (EDB) in a wide deformation range. In the stage where the HSS frame initiated inelasticity and the energy dissipation of buckling hinge beams deteriorated, a ductile manner was still achieved. In addition, the controllable residual deformations of the specimen highlighted the satisfactory recentering behavior of the HSSF-BHEDB structure. Lastly, the applicability of the bilinear hysteretic model of significant post-yielding stiffness ratio and trilinear hysteretic model for featuring the hysteretic behavior of the HSSF-BHEDB system in different yielding stages were validated by the test results.

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“…For instance, Erochko et al [1] found that the steel MRFs designed based on ASCE 7-05 would experience significant permanent residual drifts, and a system would have a high potential of being a total economic loss after even a design-level earthquake event. Also, conventional steel MRFs are more vulnerable to intense earthquakes since the positive post-yielding stiffness cannot be ensured up to the maximum expected drift, especially when the P-delta effect is significant [2][3], exposing the structures to risks of collapse. Therefore, it has been realized that tolerable residual drift, preferable nonlinear behavior and damage-control behavior [4] that restricts damages in target components are also important.…”

Section: Introductionmentioning

confidence: 99%

Seismic performance of MRFs with high strength steel main frames and EDBs

Chen

2016

Journal of Constructional Steel Research

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An experiment was performed focusing on the seismic performance of a steel moment resisting frame (MRF) composed of high strength steel (HSS) members and energy dissipation bays (EDBs) with reduced beam section (RBS) beams. The behavior of the system is characterized by a damage-control stage with concentration of inelastic deformation in the energy dissipation bay (EDB), followed by a main-structural-damage stage with distributed plastification. Test results show that the system exhibits damage-control behavior and insignificant increase of residual drift in the damage-control stage. Even though the system is loaded to the stage in which inelastic deformations initiate at the main frame composed of high strength steel members, the system can deform in a ductile manner and the energy dissipation is stable. For further analysis of the system, the applicability of the trilinear kinematic hysteretic model is validated based on a proposed algorithm for idealizing the skeleton curve and the improved accuracy is achieved compared with the universally used bilinear model. Dynamic analyses are also performed based on prototype systems to validate the structural performance.

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Evaluation of nonlinear static procedures for seismic performance assessment of BRBF structures

Cited by 5 publications

References 0 publications

The energy factor of systems considering multiple yielding stages during ground motions

The energy factor of systems considering multiple yielding stages during ground motions

11.14: Seismic performance of high‐strength‐steel frame with buckling hinge beams in energy dissipation bays

Seismic performance of MRFs with high strength steel main frames and EDBs

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