EXPERIMENTAL STUDY ON STATIC COLLAPSE LIMIT OF TWO-STORY TIMBER SHEAR WALL STRUCTURE WITH ECCENTRICITY(Structures)

The composite shear wall system with permanent thermal-insulation wall form of glazed hollow bead is a new kind of energy-saving building. the experimental study on the seismic performance of composite shear wall structure was proposed. Through the tests of the walls with different shear-span ratio and axial compression ratio under vertical force and low cyclic horizontal load, the seismic behaviors of slitted shear walls under low cyclic load tests were studied. Through the expemental study, the calculation methods for load-bearing capacity of walls with different shear-span ratio were obtained. And then the laws for the energy dissipation and ductility feature were revealed. Besides, the comparison analysis were made on the seismic behaviors between composite shear walls and common shear walls.The study could provide a foundation for the designing evaluating on the performance for the new structure.

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Study on Rational Ratios of Lateral Stiffness for Masonry Building with Frame Structure at First Two Stories

Applied Mechanics and Materials ◽

10.4028/www.scientific.net/amm.174-177.2012 ◽

2012 ◽

Vol 174-177 ◽

pp. 2012-2015

Author(s):

Xiao Long Zhou ◽

Ying Min Li ◽

Lin Bo Song ◽

Qian Tan

Keyword(s):

Seismic Performance ◽

Time History ◽

Shear Wall ◽

Calculation Model ◽

Frame Structure ◽

Wall Structure ◽

Masonry Building ◽

Lateral Stiffness ◽

Stiffness Ratio ◽

Lateral Stiffness Ratio

There are two typical seismic damage characteristics to the masonry building with frame shear wall structure at first two stories, and the lateral stiffness ratio of the third storey to the second storey is one of the key factors mostly affecting the seismic performance of this kind of building. However, some factors are not considered sufficiently in current Chinese seismic codes. According to the theory of performance-based seismic design, the seismic performance of this kind of structure is analyzed in this paper by taking time-history analysis on models which with different storey stiffness ratios. The results show that when the lateral stiffness ratio controlled in a reasonable range, the upper masonry deformation can be ensured in a range of elastic roughly, and the bottom frame can be guaranteed to have sufficient deformation and energy dissipation capacity. Finally, according to the seismic performance characteristics of masonry building with frame shear wall structure at first two stories, especially the characteristics under strong earthquakes, a method of simplified calculation model for the upper masonry is discussed in this paper.

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Lateral resistance of mass timber shear wall connected by withdrawal-type connectors

Journal of Wood Science ◽

10.1186/s10086-021-01967-7 ◽

2021 ◽

Vol 67 (1) ◽

Author(s):

Sung-Jun Pang ◽

Kyung-Sun Ahn ◽

Seog Goo Kang ◽

Jung-Kwon Oh

Keyword(s):

Experimental Data ◽

Seismic Design ◽

Shear Walls ◽

Shear Wall ◽

Vertical Load ◽

Lateral Resistance ◽

Kinematic Models ◽

Mass Timber ◽

Timber Shear Walls ◽

Timber Shear Wall

AbstractIn this study, the lateral resistances of mass timber shear walls were investigated for seismic design. The lateral resistances were predicted by kinematic models with mechanical properties of connectors, and compared with experimental data. Four out of 7 shear wall specimens consisted of a single Ply-lam panel and withdrawal-type connectors. Three out of 7 shear wall specimens consisted of two panels made by dividing a single panel in half. The divided panels were connected by 2 or 4 connectors like a single panel before being divided. The applied vertical load was 0, 24, or 120 kN, and the number of connectors for connecting the Ply-lam wall-to-floor was 2 or 4. As a result, the tested data were 6.3 to 52.7% higher than the predicted value by kinematic models, and it means that the lateral resistance can be designed by the behavior of the connector, and the prediction will be safe. The effects of wall-to-wall connectors, wall-to-floor connectors and vertical loads on the shear wall were analyzed with the experimental data.

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Experimental and numerical study on seismic behavior of SCFRT column frame-buckling restrained steel plate shear wall structure with different connection forms

Engineering Structures ◽

10.1016/j.engstruct.2021.112355 ◽

2021 ◽

Vol 239 ◽

pp. 112355

Author(s):

Yansheng Du ◽

Yutong Zhang ◽

Ting Zhou ◽

Zhihua Chen ◽

Zihan Zheng ◽

...

Keyword(s):

Seismic Behavior ◽

Steel Plate ◽

Numerical Study ◽

Shear Wall ◽

Wall Structure ◽

Steel Plate Shear Wall

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Study on the shear wall structure with combined form of replaceable devices

Advances in Structural Engineering ◽

10.1177/1369433217742525 ◽

2017 ◽

Vol 21 (9) ◽

pp. 1327-1348

Author(s):

Cong Chen ◽

Renjie Xiao ◽

Xilin Lu ◽

Yun Chen

Keyword(s):

Shear Walls ◽

Shear Wall ◽

Performance Comparison ◽

Wall Structure ◽

Structural Part ◽

Coupled Shear Wall ◽

Wall Structures ◽

Strength And Stiffness ◽

Energy Dissipated ◽

Resilient Structure

Structure with replaceable devices is a type of earthquake resilient structure developed to restore the structure immediately after strong earthquakes. Current researches focus on one type of the replaceable device located in the structural part that is most likely to be damaged; however, plastic deformation would not be limited in a specific part but expand to other parts. To concentrate possible damage in shear wall structures, combined form of replaceable devices was introduced in this article. Based on previous studies, combined form of replaceable coupling beam and replaceable wall foot was used in a coupled shear wall. Influences of the dimension and location of the replaceable devices to the strength and stiffness of the shear wall were investigated through numerical modeling, which was verified by experimental data. Performance comparison between the shear walls with one type and combined form of replaceable devices and the conventional coupled shear wall was performed. In general, the shear wall with combined form of replaceable devices is shown to be better energy dissipated, and proper dimensions and locations of the replaceable devices should be determined.

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