An Evaluation Method for Shear and Flexural Deformations of Shear Walls

Hiraishi, Hisahiro

doi:10.3130/aijsaxx.333.0_55

Cited by 7 publications

(14 citation statements)

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“…An example in which this method has been applied is given in Beyer et al 33 The analysis of the different walls has also shown thatunlike for flexural displacements-different evaluation techniques have been used for evaluating the experimental shear displacements. Some of these methods have been found erroneous 10 and should not be used when computing the shear displacement component from structural wall tests. This will also contribute to a more homogenous set of experimental data for shear deformations and help to reduce the inter-serial scatter between test series.…”

Section: Discussionmentioning

confidence: 99%

“…(1(a)). Hiraishi 10 showed that these approaches are only correct if the curvature is constant over the height of the panel for which the shear displacements are determined and, therefore, any difference in the lengths of the diagonals is associated with shear deformations only. If the curvature is not constant over the height of the shear panel-as is the case for cantilever walls-part of the difference in the lengths of the diagonals has to be attributed to flexural deformations.…”

Section: Computation Of Displacement Components From Experimental Meamentioning

confidence: 99%

“…(1(a)) and (1(b)) overestimate the actual shear deformation if the curvature is not constant over the height of the shear panel. Hiraishi 10 also showed that a term needs to be subtracted to account for the variation of curvature over the height of the panel (2) where θ(h sh ) is the difference of rotations at the top and bottom of the panel of height h sh for which the shear deformations are determined, and α is a measure for the variation of the curvature over the height of the panel. The values of α vary between 0.5 and 1 if the point of contraflexure is above the panel for which the shear deformations are determined Table 1-Cross sections of isolated cantilever walls tested under quasi-static cyclic loading that were included in this study (all dimensions in mm; 1 mm = 0.0394 in.…”

Section: Computation Of Displacement Components From Experimental Meamentioning

confidence: 99%

“…For the walls tested by Dazio et al 11 and Beyer et al, 7 the experimental measurements were available in electronic format and the shear deformations were evaluated according to the method developed by Hiraishi 10 (Eq. (2)).…”

Section: Variation Of δ S /δ F Ratio With Ductility Demandmentioning

confidence: 99%

“…In addition, the U-shaped walls tested by Pégon et al [15][16][17][18] and the tests on rectangular and T-shaped walls by Thomson and Wallace 14 are considered ( Table 1). The data for the U-shaped wall tests by Pégon et al [15][16][17][18] were available in electronic format and the shear deformations were evaluated according to the method developed by Hiraishi 10 (Eq. (2)).…”

Section: (6)mentioning

confidence: 99%

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Shear Deformations of Slender Reinforced Concrete Walls under Seismic Loading

2011

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Section: Discussionmentioning

confidence: 99%

Section: Computation Of Displacement Components From Experimental Meamentioning

confidence: 99%

Section: Computation Of Displacement Components From Experimental Meamentioning

confidence: 99%

Section: Variation Of δ S /δ F Ratio With Ductility Demandmentioning

confidence: 99%

Section: (6)mentioning

confidence: 99%

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Shear Deformations of Slender Reinforced Concrete Walls under Seismic Loading

2011

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Seismic performance and parametric study of precast reinforced concrete Shear Wall structure with indirect‐lapping joints

Wang,

Zhao,

et al. 2024

Structural Concrete

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Precast reinforced concrete (RC) shear wall structures (PRCSWS) are widely adopted by high‐rise buildings owing to their attractive advantages such as high construction quality and seismic resistance. A novel vertical joint for PRCSWS was proposed, featured by the indirect lap between connection cages and vertical distributed bars of the wall panel. The feasibility of this joint was verified by pseudo‐static experiments on precast shear wall specimens with different joint designs and a referential cast‐in‐place (CIP) specimen. To gain more insights into the failure mechanism of the PRCSWS with different joint designs, non‐linear finite element (FE) models were established and analyzed for the numerical study. The simulation showed good agreement with the experimental result regarding the load‐drift curves, cracking patterns, and failure modes, exhibiting a flexural‐shear failure with corner concrete crushing. The investigation into the failure patterns of four specimens indicated that anchorage deterioration of interfaces inside the joints was induced by cyclic tension, leading to both reductions in ductility and energy dissipation. This effect was more obvious when the connection cages (a design parameter) were less and more concentrated. The parametric study revealed that increasing the anchorage length of connection cage in wall panel and additional confinement reinforcements surrounding the reserved ducts could reduce the relative slip on the interfaces and enhance the anchorage of connection cages, which could further improve the seismic performance of PRCSWS.

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Cyclic behavior of shear walls with HPFRCCs in the inelastic deformation critical region

Zheng

Liang

Deng

2016

Struct Design Tall Spec Build

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Summary This study presents a structural application of high‐performance fiber‐reinforced cement composites in the inelastic deformation critical region of the shear wall to improve the performance and reduce the disadvantages of conventional reinforced concrete members. Six small‐scale wall specimens with the same aspect ratio and various configurations were tested under reversed cyclic loading, and their cyclic behaviors were evaluated and compared. The fiber cementitious material examined in this study exhibited excellent pseudo strain‐hardening behavior in tension and high tensile ductility. The results of the quasi‐static cyclic tests revealed that the deformation compatibility between the steel reinforcements and high‐performance fiber‐reinforced cement composite (HPFRCC) matrix could maintain composite integrity. Accordingly, the damage tolerance of the wall specimens for high inelastic deformation could be improved. Furthermore, the ultimate deformation and energy dissipation capacities of the wall specimens were dominated by the ductility and stability of the longitudinal reinforcements. Consequently, the combination of highly ductile mixture material and buckling‐restrained measures of steel reinforcement, such as the steel sleeve presented in this paper, was proposed for use in shear walls under moderate or even higher axial loads. Copyright © 2016 John Wiley & Sons, Ltd.

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An Evaluation Method for Shear and Flexural Deformations of Shear Walls

Cited by 7 publications

References 0 publications

Shear Deformations of Slender Reinforced Concrete Walls under Seismic Loading

Shear Deformations of Slender Reinforced Concrete Walls under Seismic Loading

Seismic performance and parametric study of precast reinforced concrete Shear Wall structure with indirect‐lapping joints

Cyclic behavior of shear walls with HPFRCCs in the inelastic deformation critical region

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