Experimental, numerical and analytical study on seismic performance of shear-bending yielding coupling dampers

Guo, Lei; Wang, Jingfeng; Wang, Wanqian; Wang, Hanlan

doi:10.1016/j.engstruct.2021.112724

Cited by 19 publications

(8 citation statements)

References 21 publications

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“…ℎ 𝑠 = ℎ 𝐼𝐶 𝑛 𝑇 + 1 (10) Based on Tamai's 20 equation for evaluating the plastic shear deformation capacity of an IC segment, Lai 28 proposed a simplified version, Equation (11), to check whether the height-to-thickness ratio of the subpanel meets the estimated peak shear deformation, 𝛾 𝑢 . If Equation (11) is not satisfied, a modification of the layout is needed. In Equation (11), 𝑘 𝑐 is the shear buckling coefficient of a boundary-fixed web.…”

Section: Buckling Restraining Stiffenersmentioning

confidence: 99%

“…It is noteworthy that in recent years SPDs have become mainstream, with novel SPDs being developed and scrutinized by researchers. Some have altered the shape of the dampers (Guo et al 11 ; Park et al 12 ) or changed the forms of the stiffeners (Ma et al 13 ; Yao et al 14 ), with others using new materials to make SPDs (Kim et al 15 ). The three-segment steel panel damper (TSPD) is a type of shear panel damper which consists of one inelastic core (IC) segment in the middle and two outer elastic joint (EJ) segments at the top and bottom.…”

Section: Introductionmentioning

confidence: 99%

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Experimental and analytical investigation of WT‐shapes stiffened steel panel dampers

Chen,

Tsai

2023

Earthq Engng Struct Dyn

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The three‐segment steel panel damper (TSPD) is a type of shear panel damper (SPD) used for dissipating seismic energy. TSPDs consist of an inelastic core (IC) and two outer elastic joints (EJs), with the IC having a weaker shear strength than the EJs. Buckling restraining stiffeners delay shear buckling, and end stiffeners stabilize the IC to facilitate force transfer. However, the fabrication of TSPDs may be costly due to the use of built‐up shapes. This prompted the investigation of a more cost‐effective option, namely the WT‐shapes stiffened steel panel damper (WSPD). The WSPD can be built from a single hot rolled wide flange steel shape with four WT‐shapes cut from it. A practical procedure for seismic design using this method is developed in this study. The design procedure for IC web stiffeners is also considered. We propose elastic stiffness calculation methods for WSPDs, which match the analytical results of the proposed model using commercial software. Two full‐scale 2.6 m tall WSPD specimens were fabricated and tested. Different target IC buckling shear deformations of 0.08 and 0.12 radians resulted in two different stiffener designs for specimen WSPD‐0L2T and WSPD‐1L2T, respectively. The specimens had excellent energy dissipation performance. WSPD‐0L2T IC web buckled later than predicted, while WSPD‐1L2T IC web buckled slightly earlier than expected. The elastic lateral stiffness and maximum shear strength computed from the proposed procedures agree with the experimental results within 5%. The experimental responses of the two specimens can also be accurately simulated using Abaqus finite element model analysis.

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Section: Buckling Restraining Stiffenersmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Experimental and analytical investigation of WT‐shapes stiffened steel panel dampers

Chen,

Tsai

2023

Earthq Engng Struct Dyn

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“…[13][14][15] Composite dampers with multiple energy dissipation principles have also been proposed and developed, for example, metal and viscoelastic composite dampers, [16][17][18] steel tube and lead core composite dampers, [19][20][21][22] lead and rubber composite dampers, [23][24][25] etc. [26][27][28][29][30] Most dampers efficiently dissipate earthquake energy and control the seismic response of shear wall structures. However, some optimizable aspects of coupling beam dampers, such as insufficient initial stiffness and relatively large post-earthquake residual deformations, can potentially increase the cost of reconstruction and rapid restoration of shear wall structures after earthquakes.…”

Section: Introductionmentioning

confidence: 99%

“…Over the years, researchers have examined various coupling beam dampers with different energy dissipation principles, such as friction dampers, 3–9 viscoelastic dampers, 10–12 and metal dampers 13–15 . Composite dampers with multiple energy dissipation principles have also been proposed and developed, for example, metal and viscoelastic composite dampers, 16–18 steel tube and lead core composite dampers, 19–22 lead and rubber composite dampers, 23–25 etc 26–30 . Most dampers efficiently dissipate earthquake energy and control the seismic response of shear wall structures.…”

Section: Introductionmentioning

confidence: 99%

“…Compared with metallic yielding dampers, which do not provide significant energy dissipation at low‐level vibrations, 48 viscoelastic dampers can effectively dissipate the input energy for structures at all displacement levels even when the structures are subjected to frequent wind loads. This is significant for vibration control of high‐ and superhigh‐rise buildings.…”

Section: Introductionmentioning

confidence: 99%

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Development and investigation of an innovative shape memory alloy cable‐controlled self‐centering viscoelastic coupling beam damper for seismic mitigation in coupled shear wall structures

Qian

Fan

Shi

et al. 2022

Earthq Engng Struct Dyn

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To improve the seismic performance of coupled shear walls in high‐rise buildings and to eliminate the problems of large residual deformation and relatively small initial stiffness and damping properties of the traditional viscoelastic coupling beam damper (TVCBD), an innovative shape memory alloy (SMA)‐cable‐controlled self‐centering viscoelastic coupling beam damper (SVCBD) with energy dissipation and self‐centering capabilities was designed and investigated in this study. The construction form and operating principles of the SVCBD were proposed, relevant material performance tests of the cables were performed, and good results were obtained. Finally, the contribution of the SVCBD to seismic mitigation of a 10‐story reinforced concrete coupled shear wall structure was verified by seismic time‐history analyses. The results indicated that compared with TVCBD, SVCBD possesses fuller hysteretic curves, showing stronger energy dissipation capacity, higher initial stiffness, and much smaller residual deformation. The initial strain and cross‐sectional area of the SMA cables and the shear area of the viscoelastic plates affect the energy dissipation and self‐centering performance of SVCBD significantly. The seismic response and post‐earthquake residual deformation of the coupled shear wall structure and the plastic damage of the main components can be effectively controlled by utilizing the proposed SVCBD.

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Numerical Investigation on the Behavior of Bent Shear Panel Damper on Eccentrically Braced Composite Frames

Reshma,

Rajesh

2023

Lecture Notes in Civil Engineering

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Experimental, numerical and analytical study on seismic performance of shear-bending yielding coupling dampers

Cited by 19 publications

References 21 publications

Experimental and analytical investigation of WT‐shapes stiffened steel panel dampers

Experimental and analytical investigation of WT‐shapes stiffened steel panel dampers

Development and investigation of an innovative shape memory alloy cable‐controlled self‐centering viscoelastic coupling beam damper for seismic mitigation in coupled shear wall structures

Numerical Investigation on the Behavior of Bent Shear Panel Damper on Eccentrically Braced Composite Frames

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