Cyclic tensile-compressive tests on thin concrete boundary elements with a single layer of reinforcement prone to out-of-plane instability

Rosso, Angelica; Jimenez-Roa, Lisandro A.; Almeida, João Saraiva Esteves Pacheco de; Zúñiga, Aydée Patricia Guerrero; Blandon, Carlos A.; Bonett, Ricardo L.; Beyer, Katrin

doi:10.1007/s10518-017-0228-1

Cited by 33 publications

(17 citation statements)

References 7 publications

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“…This has become a popular form of experimental testing in recent years (e.g. [13][14][15][16][17][18]) and is commonly referred to as 'prism testing'. This form of testing allows for the performance of various RC wall end region detailing techniques to be experimentally assessed for different failure mechanisms (e.g.…”

Section: Testing Methodology and Backgroundmentioning

confidence: 99%

“…The prism testing performed in literature currently includes: 9 specimens tested by Patel et al [13], which were small specimens with one central bar; 1 specimen tested by Segura et al [14], which was a ductile prism specimen with a small height-to-thickness ratio of 6.0; 16 specimens tested by Taleb et al [15], which were all ductile prism specimens with small to moderate height-to-thickness ratios of 5.4 to 8.8; 33 specimens tested by Welt et al [16], which included both non-ductile and ductile prism specimens with small to moderate height-to-thickness ratios of 4.0 to 8.9, however only 1 non-ductile specimen was tested under cyclic actions with the others under monotonic loading; 8 specimens test by Hilson [17], which were all non-ductile prism specimens with a small height-to-thickness ratio of 5.0; and 12 specimens tested by Rosso et al [18], which were non-ductile specimens with central reinforcement and very slender height-to-thickness ratios of 24 to 30. The studies by Hilson [17] and Rosso et al [18] represent the best test programs identified in literature for non-ductile boundary elements. The test specimens in this study have different reinforcement configurations and height-to-thickness ratios than the specimens in [17,18], in addition to also including specimens that are constructed with lap splices of the vertical reinforcement and using precast grout tube connections, both of which are commonly detailing aspects of non-ductile walls.…”

Section: Testing Methodology and Backgroundmentioning

confidence: 99%

“…The studies by Hilson [17] and Rosso et al [18] represent the best test programs identified in literature for non-ductile boundary elements. The test specimens in this study have different reinforcement configurations and height-to-thickness ratios than the specimens in [17,18], in addition to also including specimens that are constructed with lap splices of the vertical reinforcement and using precast grout tube connections, both of which are commonly detailing aspects of non-ductile walls.…”

Section: Testing Methodology and Backgroundmentioning

confidence: 99%

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Experimental Testing of Nonductile Reinforced Concrete Wall Boundary Elements

Menegon¹,

Wilson²,

Lam³

et al. 2019

ACI Structural Journal

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interests include the design and experimental assessment of RC walls and the collapse behaviour of non-ductile RC buildings in lower seismic regions. ABSTRACT This paper presents an overview and results of a recent experimental testing program of nonductile reinforced concrete (RC) wall boundary elements. The experimental program consisted of seventeen boundary element prism specimens that are meant to represent the end regions of non-ductile RC walls. The failure mechanisms of interest were global out-of-plane buckling and local bar buckling of the vertical reinforcement. The matrix of test specimens included:high and low slenderness ratios (i.e. high-to-thickness ratio); cast in-situ and precast wall construction methods; and specimens that were detailed with either a single central layer of vertical reinforcement or two layers of vertical reinforcement, one per face. Strain-rate affects were also assessed in the experimental program. The paper is concluded with a detailed discussion of the test results, comparisons with similar experimental programs and design models in literature and guidance on tensile strain limits for the displacement-based design of non-ductile RC walls.

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Section: Testing Methodology and Backgroundmentioning

confidence: 99%

Section: Testing Methodology and Backgroundmentioning

confidence: 99%

Section: Testing Methodology and Backgroundmentioning

confidence: 99%

See 1 more Smart Citation

Experimental Testing of Nonductile Reinforced Concrete Wall Boundary Elements

Menegon¹,

Wilson²,

Lam³

et al. 2019

ACI Structural Journal

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show abstract

“…In the 2010 Chile and 2011 Christchurch earthquakes, out‐of‐plane instability was observed in some slender RC shear walls including L‐shaped walls, which was an uncommon failure mode for concrete walls and raised concerns about the global instability of slender RC walls. The parameters governing the out‐of‐plane failure of RC walls could be obtained by cyclic tensile‐compressive tests on boundary elements and modified with experiments on RC shear walls under in‐plane cyclic loading . Furthermore, relevant analytical models and finite element models for out‐of‐plane instability were developed and subsequently verified with experimental results, demonstrating that these numerical models were able to predict the out‐of‐plane deformation as well as the ultimate failure mode due to out‐of‐plane instability .…”

Section: Introductionmentioning

confidence: 99%

Deformation limits of L‐shaped reinforced concrete shear walls: Experiment and evaluation

Han

Chen

et al. 2019

Structural Design Tall Build

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Summary L‐shaped reinforced concrete (RC) shear walls have been studied over the years due to their importance in tall buildings. However, few investigations focus on the progression of damage with increasing deformation, especially on the deformation limits for different performance levels. Hence, an experiment was conducted on 12 L‐shaped RC shear walls subjected to axial and cyclic lateral loadings. The variables were shear span ratio, axial load ratio, and longitudinal boundary element reinforcement ratio. The seismic performances were analyzed and discussed in terms of crack pattern, failure mode, hysteretic response, backbone envelope, and ductility factor. On the basis of the three key performance state points on the backbone envelope, a method was proposed to assess the seismic performances of L‐shaped RC shear walls using six distinct performance levels. These performance levels were provided with relevant deformation limits and proved to be in good agreement with six significative damage states. Further, comparative analysis showed that the deformation limits derived from experiments were significantly underestimated by current codes and methods available in literature, because these prediction models were mainly developed for rectangular shear walls. Considering the contribution of flange, a modification of Cui's method yields good estimations of deformation limits for L‐shaped RC shear walls.

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“…Rosso et al studied the parameters affecting the out‐of‐plane response of singly reinforced walls using cyclic tensile‐compressive tests on the corresponding boundary elements. Haro et al included bidirectional loading protocols in the RC prism testing and scrutinized the effect of the longitudinal reinforcement ratio on the onset of out‐of‐plane instability in planar walls.…”

Section: Introductionmentioning

confidence: 99%

Evolution of out‐of‐plane deformation and subsequent instability in rectangular RC walls under in‐plane cyclic loading: Experimental observation

Dashti

Dhakal

Pampanin

2018

Earthq Engng Struct Dyn

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Summary In this study, to understand the causes and consequences of out‐of‐plane instability in rectangular RC walls, the sequence of events observed during a rectangular wall experiment campaign where out‐of‐plane instability was the primary failure pattern is discussed in detail. Large tensile strains developed in the boundary zone longitudinal bars at large in‐plane curvature demands and caused subsequent yielding in compression during load reversal before crack closure could activate contribution of concrete to the load‐carrying capacity of the wall. The specimen deformed in the out‐of‐plane direction when this phenomenon progressed along a sufficient height and length of the wall and led to significant reduction of its stiffness in the out‐of‐plane direction. One of the major sources of inherent eccentricity that could potentially affect development of this failure pattern is identified to be the postyield response of the longitudinal bars across the wall thickness, generating different values of residual strains and consequently inducing their asynchronous yielding under compressive actions. Analytical models proposed in literature for prediction of out‐of‐plane instability failure as well as their relevant assumptions are compared with the test measurements. While the observations presented in past research on development of out‐of‐plane instability in concrete columns representing the boundary zones of rectangular walls are in line with the sequence of events observed in this study, the assumptions made in the analytical models regarding the height of the wall effectively involved in formation of out‐of‐plane deformations (effective buckling height) were found to be different.

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Cyclic tensile-compressive tests on thin concrete boundary elements with a single layer of reinforcement prone to out-of-plane instability

Abstract: Cyclic tensile-compressive tests of thin concrete boundary elements with a single layer of reinforcement prone to out-of-plane instability.

Cited by 33 publications

References 7 publications

Experimental Testing of Nonductile Reinforced Concrete Wall Boundary Elements

Experimental Testing of Nonductile Reinforced Concrete Wall Boundary Elements

Deformation limits of L‐shaped reinforced concrete shear walls: Experiment and evaluation

Evolution of out‐of‐plane deformation and subsequent instability in rectangular RC walls under in‐plane cyclic loading: Experimental observation

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