Seismic behaviour and design of steel coupling beams in a hybrid coupled shear wall systems

Park, Wan-Shin; Kim, Sun-Woo

doi:10.1016/j.nucengdes.2006.03.008

Cited by 30 publications

(14 citation statements)

References 11 publications

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“…Thus, the shear force demand on the links can be calculated as: Step 4: Links can be designed as shear critical in three ways: using larger sections; decreasing link length; or increasing the flange thickness of the built-up I profile. As the first option proves to be rather uneconomical, a new relationship using both the later options was developed based upon W. S. Park and H. D. Yun's research work [12] to ensure greater energy dissipation by keeping the flanges of the coupling links elastic while the web yields in shear. Therefore, built-up I profiles (BuIP) were adopted for the steel links.…”

Section: Design Methodologymentioning

confidence: 99%

“…Where llink is the link length (from the face of column to the face of RC wall therefore considering eccentricities), θb is the material reduction factor typically taken as 0.9 and the factor 1.35 accounts for the development of strain hardening in the web of the steel coupling link [12]. In determining Zreq, the contribution of the web should be neglected, since it will yield in shear.…”

Section: Design Methodologymentioning

confidence: 99%

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11.33: Performance evaluation of an innovative HCW system with Shear Dissipative Links

et al. 2017

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This paper presents an improved approach to a newly suggested design procedure of an innovative Hybrid Coupled Wall (HCW) system. This system consists of a reinforced concrete (RC) shear wall with dissipative steel links and steel side columns, where the RC wall carries almost all the horizontal shear force while the overturning moments are partially resisted by an axial compression-tension couple developed by the two side steel columns rather than by the individual flexural action of the wall alone. The design objective is to reduce or possibly avoid the damage in the RC wall while concentrating the seismic damage to the replaceable steel links which are shear critical, i.e. intended to fail in shear rather than flexure. This increases the energy dissipation ability of the whole system and thus improves its resistance towards seismic ground motion. This present piece of investigation also aims to bring clarity to some important points such as: definition of an efficient coupling ratio with or without uniform link distribution, lower and upper limits of the coupling ratio compatible with the assumed link distributions, relationship between the coupling ratio and the total building height. The proposed design procedure is applied to case studies considering various assumptions for the design parameters. The designed solutions are analysed through several nonlinear finite element models in order to evaluate the results of the design methodology and provide useful information on the ductility capacity of the proposed innovative HCW system for different coupling ratios and efficient energy dissipation characteristics of the shear links.

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Section: Design Methodologymentioning

confidence: 99%

Section: Design Methodologymentioning

confidence: 99%

11.33: Performance evaluation of an innovative HCW system with Shear Dissipative Links

et al. 2017

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“…For super high‐rise buildings located in low‐to‐moderate seismic zones, the overall failure or collapse of the building is not quite possible, and the seismic losses are largely induced by the local damages to structural components. Thus, the monitoring and reconstruction of local responses, such as the internal forces and the chord rotation angles, are of equal importance. In this regard, it is desirable to conduct the nonlinear seismic analysis of the building to find out the damage‐sensitive locations and structural components.…”

Section: Osp Frameworkmentioning

confidence: 99%

Optimal multi‐type sensor placement for monitoring high‐rise buildings under bidirectional long‐period ground motions

Zhao

2020

Struct Control Health Monit

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Summary Towards a complete and accurate seismic assessment of a super high‐rise building under bidirectional long‐period ground motions, this study proposes an optimal multi‐type sensor placement framework for the best reconstruction of structural responses and ground motions based on a full‐scale 3D finite element (FE) model of the building. The selected locations and types of sensors are capable of not only capturing the coupled bending‐torsional vibration but also providing an unbiased estimation of the unmeasured responses of seismic‐vulnerable components and bidirectional ground motions. A Kalman filtering algorithm‐based data fusion technique is employed to deal with the measurement data from multi‐type sensors. With the target of achieving the best reconstruction, an optimal sensor placement (OSP) configuration, which minimizes the reconstruction error, is achieved through a sequential sensor placement algorithm. To assess the feasibility of the proposed OSP framework and the accuracy of reconstructed responses and ground motions, a numerical study is also performed on the full‐scale 3D FE model of a super high‐rise building. The torsional effects of the building under bidirectional long‐period ground motions are assessed by comparison with the results without considering the torsional effect. The numerical results show that the proposed framework is feasible and the reconstructed responses and ground motions are accurate and that the torsional effects cannot be neglected in the seismic assessment of the building.

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“…Nonlinear seismic response of walls coupled with steel and concrete beams was also investigated [4][5][6]; the research demonstrated the advantages of using steel beams to couple reinforced concrete walls. Experiments and simulations have been conducted on the joints of steel CBs and shear walls [7][8][9][10][11], and the results demonstrated that the anchorage has important impacts on the stiffness degradation; the shear yield style steel CB has excellent ductility performance and energy performance, construction convenient, and easy maintenance and replacement, and especially the maintenance can be easily replaced after the earthquake. Wu [12] investigated the steel CB and concrete shear wall joints by employing experiments and finite element analysis, the failure mode of joints, strain distribution, bearing capacity, CB size, concrete strength, ductility, and hysteretic behaviors were studied.…”

Section: Introductionmentioning

confidence: 99%

Investigation on the Structural Behavior of Shear Walls with Steel Truss Coupling Beams under Seismic Loading

Deng

et al. 2018

Advances in Materials Science and Engineering

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Based on existing experimental results, the finite element analyses were carried out on shear wall structures with steel truss coupling beams. is work studied the seismic behaviors and the working mechanism of the steel truss coupling beam at the ultimate state and put forward two parameters: the area ratio of web member to chord and the stiffness ratio of coupling beam to shear wall. e seismic optimum design method of the coupling beam was also proposed. Afterwards, a comparative analysis was implemented on the three-dimensional shear wall model with steel truss coupling beams designed by the proposed design method.e results show that the structures designed by the proposed method have excellent seismic behaviors, the steel truss coupling beams have enough stiffness to connect shear walls effectively, and its web members have appropriate cross sections to dissipate seismic energy.

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Seismic behaviour and design of steel coupling beams in a hybrid coupled shear wall systems

Cited by 30 publications

References 11 publications

11.33: Performance evaluation of an innovative HCW system with Shear Dissipative Links

11.33: Performance evaluation of an innovative HCW system with Shear Dissipative Links

Optimal multi‐type sensor placement for monitoring high‐rise buildings under bidirectional long‐period ground motions

Investigation on the Structural Behavior of Shear Walls with Steel Truss Coupling Beams under Seismic Loading

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