Study on Seismic Performance of Connection of Hybrid Coupled Wall System

2012 ◽  
Vol 256-259 ◽  
pp. 737-741
Author(s):  
An Liang Song ◽  
Ming Zhou Su ◽  
Xu Dong Li ◽  
Yun Shi ◽  
Zhen Shan Wang
Keyword(s):  
Seismic Performance ◽  
Design Method ◽  
Coupling Beam ◽  
Coupling Beams ◽  
Coupled Wall ◽  
Coupled Walls ◽  
Seismic Design Method ◽  
Steel Coupling Beam ◽  
Wall System ◽  
Better Than

Based on the state-of-the-art of the research on connection of steel coupling beam to shear wall, The steel coupling beam has satisfactory seismic performance which is better than reinforced concrete coupling beams and composite coupling beams. In this paper, the existing research results were summarized and some views were put forward. It was useful to develop a seismic design method for hybrid coupled walls in China.

Nonlinear seismic response predictions of walls coupled with steel and concrete beams

1998 ◽  
Vol 25 (5) ◽  
pp. 803-818 ◽  
Author(s):  
Kent A Harries ◽  
Denis Mitchell ◽  
Richard G Redwood ◽  
William D Cook
Keyword(s):  
Reinforced Concrete ◽  
Nonlinear Dynamic ◽  
Steel Beams ◽  
Coupling Beam ◽  
Coupling Beams ◽  
Coupled Wall ◽  
Dynamic Analyses ◽  
Nonlinear Dynamic Analyses ◽  
Steel Coupling Beam ◽  
Steel Coupling Beams

The design and nonlinear dynamic analyses of four coupled wall prototype structures are presented. Two ductile partially coupled and two ductile coupled wall structures are considered, each having reinforced concrete and steel coupling beams. The design of each of the prototype structures was based on the provisions of the 1995 National Building Code of Canada. Nonlinear dynamic analyses of each structure, using four different scaled earthquake ground motions are presented and the results discussed. Comparisons of the responses of the structures with concrete and steel coupling beams are made, demonstrating the advantages of using steel beams to couple reinforced concrete walls.Key words: composite construction, coupled wall, diagonally reinforced concrete coupling beam, "flexure critical" steel coupling beam, seismic design, "shear critical" steel coupling beam.

Seismic performance evaluation of coupled wall system with novel replaceable steel truss coupling beams

2018 ◽  
Vol 22 (6) ◽  
pp. 1284-1296 ◽  
Author(s):  
Yong Li ◽  
Ye Liu ◽  
Shaoping Meng
Keyword(s):  
Reinforced Concrete ◽  
Seismic Response ◽  
Time History ◽  
Nonlinear Time History Analysis ◽  
Coupling Beam ◽  
Coupling Beams ◽  
Coupled Wall ◽  
Steel Truss ◽  
Seismic Loadings ◽  
Wall System

Coupled wall systems are often used in high-rise buildings in zone of high seismic risk to provide lateral resistance to earthquake loading. Once damaged, reinforced concrete coupling beams are costly and time-consuming to repair post-earthquake. To enhance the seismic resilience for coupled wall structures, a novel replaceable steel truss coupling beam is first introduced. The proposed replaceable steel truss coupling beam consists of chord members at the top and bottom, respectively, and two buckling-restrained energy dissipaters are employed in the diagonal direction. The energy dissipaters can yield first before the wall piers and dissipate large amounts of energy to protect the main structure under seismic loadings. In addition, the energy dissipaters can be easily installed and post-earthquake repaired through pin connection with the chord members. This article mainly focused on the numerical and theoretical analyses of the proposed replaceable steel truss coupling beam, and nonlinear analytical models were developed in PERFORM-3D. An 11-story prototype structure was designed per Chinese code. The seismic response of hybrid coupled wall system with replaceable steel truss coupling beams was evaluated using nonlinear time history analysis and compared with the response of reinforced concrete coupled wall system with reinforced concrete coupling beams under seismic loadings. Results show that the proposed replaceable steel truss coupling beam leads to a good seismic response with reduced interstory drifts of the systems and rotational demand in the beams and wall piers due to a large energy dissipation capacity and overstrength.

Ductility and Deformability of Coupling Beams in Reinforced Concrete Coupled Walls

2001 ◽  
Vol 17 (3) ◽  
pp. 457-478 ◽  
Author(s):  
Kent A. Harries
Keyword(s):  
Large Scale ◽  
Seismic Event ◽  
Experimental Investigations ◽  
Coupling Beam ◽  
Coupling Beams ◽  
Ductility Demand ◽  
Coupled Wall ◽  
Wall Structures ◽  
Coupled Walls ◽  
Degree Of Coupling

The seismic response of coupled wall structures is discussed. It is demonstrated through a review of large-scale experimental investigations of coupling beam behavior and analytic studies of coupled wall behavior that often the coupling beam ductility demand exceeds the expected available ductility. As a result, it is possible that coupled wall structures will not behave as desired in the course of a significant seismic event. Limits to the allowable degree of coupling are proposed as a remedy to this apparent deficiency. Additional design and analysis issues are discussed including reduced section properties and wall overstrength requirements.

scholarly journals Experimental Comparison Study on Cyclic Behavior of Coupled Shear Walls with Two-Level-Yielding Steel Coupling Beam and RC Coupling Beam

2018 ◽  
Author(s):  
Guoqiang LI ◽  
Mengde PANG ◽  
Feifei Sun ◽  
Liulian LI ◽  
Jianyun SUN
Keyword(s):  
Energy Dissipation ◽  
Lateral Displacement ◽  
Shear Walls ◽  
Shear Wall ◽  
Cyclic Behavior ◽  
Experimental Comparison ◽  
Coupling Beam ◽  
Coupling Beams ◽  
Coupled Shear Wall ◽  
Steel Coupling Beam

Coupled shear walls are widely used in high rise buildings, since they can not only provide efficient lateral stiffness but also behave outstanding energy dissipation ability especially for earthquake-resistance. Traditionally, the coupling beams are made of reinforced concrete, which are prone to shear failure due to low aspect ratio and greatly reduce the efficiency and ability of energy dissipation.  For overcoming the shortcoming of concrete reinforced coupling beams (RCB), an innovative steel coupling beams called two-level-yielding steel coupling beam (TYSCB) is invented to balance the demand of stiffness and energy dissipation for coupled shear walls. TYSCBs are made of two parallel steel beams with yielding at two different levels.  To verify and investigate the aseismic behaviour improvement of TYSCB-coupled shear walls, two 1/3 scale, 10-storey coupled shear wall specimens with TYSCB and RCB were tested under both gravity and lateral displacement reversals. These two specimens were designed with the same bearing capacity, thus to be easier to compare. The experimental TYSCB specimen demonstrated more robust cyclic performance. Both specimens reached 1% lateral drift, however, the TYSCB-coupled shear wall showed minimal strength degradation. Additionally, a larger amount of energy was dissipated during each test of the TYSCB specimen, compared with the RCB specimen. Based on the experimental results, design recommendations are provided.

Shear strength of the connection between a steel coupling beam and a reinforced concrete shear wall in a hybrid wall system

2005 ◽  
Vol 61 (7) ◽  
pp. 912-941 ◽  
Author(s):  
Wan-Shin Park ◽  
Hyun-Do Yun ◽  
Sun-Kyoung Hwang ◽  
Byung-Chan Han ◽  
Il Seung Yang
Keyword(s):  
Shear Strength ◽  
Reinforced Concrete ◽  
Shear Wall ◽  
Coupling Beam ◽  
Steel Coupling Beam ◽  
Wall System

Research on the Seismic Performance of Zipper Frames

2013 ◽  
Vol 351-352 ◽  
pp. 545-549 ◽  
Author(s):  
Hai Feng Yu ◽  
Tian Ya Wang ◽  
Li Bin Shi
Keyword(s):  
Dynamic Response ◽  
Seismic Performance ◽  
Design Method ◽  
Dynamic Responses ◽  
Braced Frames ◽  
Braced Frame ◽  
Steel Consumption ◽  
Better Than

In order to investigate the seismic performance of zipper frames, three 10-storey structure models, including a zipper frame with tension zipper columns, a zipper frame with weak zipper columns and a chevron braced frame, were designed. Some indexes, including the natural periods, steel consumption and dynamic response under frequent and rare earthquakes, were analyzed and compared. The results show that, the dynamic responses of the three structures are similar to each other and all of them can meet the requirement of no-damage under frequent earthquakes and no-collapse under rare earthquakes provided by the GB50011 code, but the steel consumption for the zipper frames is less than that of the chevron braced frames, indicating the comprehensive seismic performance of the zipper frame is better than the chevron braced frame. However, it is also found that the design method of the zipper columns is conservative and a more reasonable design method of the zipper columns is needed to be provided.

scholarly journals Comparison of Force-Based and Displacement-Based Design approaches for RC coupled walls in New Zealand

2014 ◽  
Vol 47 (3) ◽  
pp. 190-205 ◽  
Author(s):  
Matthew J. Fox ◽  
Timothy J. Sullivan ◽  
Katrin Beyer
Keyword(s):  
Linear Time ◽  
Numerical Models ◽  
Design Procedure ◽  
Time History ◽  
Good Representation ◽  
Coupling Beam ◽  
Coupling Beams ◽  
Direct Displacement Based Design ◽  
Coupled Walls ◽  
Displacement Based

Reinforced concrete coupled walls are a common lateral load resisting system used in multi-storey buildings. The effect of the coupling beams can improve seismic performance, but at the same time adds complexity to the design procedure. A case study coupled wall building is designed using Force-Based Design (FBD) and Direct Displacement-Based Design (DDBD) and in the case of the latter a step by step design example is provided. Distributed plasticity fibre-section beam element numerical models of the coupled walls are developed in which coupling beams are represented by diagonal truss elements and experimental results are used to confirm that this approach can provide a good representation of hysteretic behaviour. The accuracy of the two different design methods is then assessed by comparing the design predictions to the results of non-linear time-history analyses. It is shown that the DDBD approach gives an accurate prediction of inter-storey drift response. The FBD approach, in accordance with NZS1170.5 and NZS3101, is shown to include an impractical procedure for the assignment of coupling beam strengths and code equations for the calculation of coupling beam characteristics appear to include errors. Finally, the work highlights differences between the P-delta considerations that are made in FBD and DDBD, and shows that the code results are very sensitive to the way in which P-delta effects are accounted for.

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