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

Ke, Ke; Chen, Yiyi

doi:10.1016/j.jcsr.2016.07.003

Cited by 46 publications

(29 citation statements)

References 23 publications

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“…2b). With yielding developing progressively to the stage in which the HSS frame initiates inelasticity, based on the trilinear hysteretic model assumption [2], the yielding of buckling hinge beams in the EDBs can still be triggered based on an appropriate design during unloading, and the multi-linear feature of the unloading path produces a recentering effect by pulling the structure closer to the zero displacement. In reality, since at this stage the local buckling of the buckling hinge beams in the EDBs would be remarkable, the degradation of stiffness, i.e.…”

Section: Design Concept Of the Hssf-bhedbmentioning

confidence: 99%

“…Energy dissipation bay (EDB) Fig. 3 The specimen and the test setup [2] For the HSS frame, plan dimensions of the sections were H140×100×12×12 for beams and H120×120×16×16 for the columns. For the EDB, the buckling hinge beams were H205×120×4×4.…”

Section: Hss Framementioning

confidence: 99%

“…In the test, the specimen was cyclically loaded in terms of story drift, and the drift of the second story measured by displacement transducers was used to govern the load cycles. This test setup was also used in a companion research work [2]. Note that although the quasi-static test could not perfectly replicate inertia forces induced by ground motions, it can still provide an insight into the nonlinear behavior of the HSSF-BHEDB system.…”

Section: Hss Framementioning

confidence: 99%

“…In general, HSS members and buckling hinge beams are both restricted by the limited ductility of material and insufficient energy dissipation, respectively, and are challenging or even forbidden for structures in seismic regions. Nonetheless, recent experimental research works do strengthen the effectiveness of utilizing the limited plastic energy dissipation capacity of HSS members [2] and buckling hinge beams [4,5]. In this paper, the design concept and the rationale of buckling hinge beams and the HSSF-BHEDB system are firstly clarified in detail.…”

Section: Introductionmentioning

confidence: 99%

“…The sound performance of the system was validated by dynamic analyses of prototype systems. Ke and Chen [2] investigated the performance of an innovative high strength steel MRF with beams with reduced section in the EDB. Dougka et al [3] investigated the performance of an innovative energy dissipation systems FUSEIS with various energy dissipation links.…”

Section: Introductionmentioning

confidence: 99%

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

Chen

Yam

2017

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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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Section: Design Concept Of the Hssf-bhedbmentioning

confidence: 99%

Section: Hss Framementioning

confidence: 99%

Section: Hss Framementioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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