Shear Lag Effects in Reinforced Concrete C-Shaped Walls

Hoult, Ryan

doi:10.1061/(asce)st.1943-541x.0002272

Cited by 20 publications

(34 citation statements)

References 35 publications

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“…The data and information collected from these tests, which is made publicly available (see Section 6, Numerical Data and Reproducibility), will also be beneficial for calibration of finite element models of unconfined RC U-shaped walls with a single layer of vertical reinforcement. (Hoult et al, 2018b;Hoult, 2019). A model of the TUE and TUF specimens in VecTor3 estimated that at a drift of 0.4% for position C, the compressions strains at the flange ends of the U-shaped wall ( Figure 4a) would reach 0.2%.…”

Section: Loading Protocolmentioning

confidence: 99%

“…As noted in the previous section, while a drop-in strength of approximately 44% was observed after the localized out-of-plane buckling failures occurred, limiting the displacement towards position C meant that the test could continue without concern as large compression strains could not be induced in the boundary regions of the flanges. Even for when the wall was subjected to large drifts in the East-West direction (position A and B), large compression strains were more likely to be expected in the corners of the intersecting regions of the flange and web, rather than the boundary ends of the flange, primarily due to the phenomenon known as shear lag (Hoult, 2019).…”

Section: Compression Failure Modementioning

confidence: 99%

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Seismic performance of slender RC U-shaped walls with a single-layer of reinforcement

Hoult

Appelle

Almeida

et al. 2020

Engineering Structures

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Reinforced concrete walls are commonly used to resist the lateral loading induced by wind and earthquake actions. While most walls include two vertical reinforcement layers, some regions of the world construct slender, non-rectangular concrete walls with a single vertical layer of reinforcement. The seismic performance of such elements is largely unknown given the paucity of experimental research. This paper presents the results of two slender reinforced concrete U-shaped walls tested at the Earthquake Engineering and Structural Dynamics Laboratory (EESD Lab), École Polytechnique Fédérale de Lausanne (EPFL) in Switzerland. Both wall specimens, designed similar to construction practice in Colombia, were tested using quasi-static cyclic loading to observe if out-of-plane instability would develop when deformations were limited to prevent the flange boundary ends crushing. Initial failure of both wall specimens corresponded with local out-of-plane buckling in the boundary ends of the flanges occurring on load reversal. The buckling lengths were approximately 700-800 mm, which corresponded to 44-50 bar diameters. The crack patterns were observed to be steepest in the web of the walls, demonstrating the increased shear demand in comparison to that of a rectangular wall. Both wall specimens reached ultimate drifts larger than 2.5-3.0% before global failure occurring in the web-flange intersection due to crushing. A small twist was subjected to one of the walls when centered and loaded diagonally, which showed that the decay in torsional stiffness is proportional to the decay in translational stiffness.

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Section: Loading Protocolmentioning

confidence: 99%

Section: Compression Failure Modementioning

confidence: 99%

Seismic performance of slender RC U-shaped walls with a single-layer of reinforcement

Hoult

Appelle

Almeida

et al. 2020

Engineering Structures

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“…Then, the numerical results were compared with the experimental data and good agreement was achieved. In addition, on account of the results, an equation was proposed to estimate the effective flange width of C-shaped RC shear walls with satisfactory accuracy [10] (Fig. 2).…”

Section: Introductionmentioning

confidence: 99%

“…As previously mentioned, many experimental studies were conducted on non-rectangular RC shear walls. However, a number of researchers adopted improper techniques; therefore, their results would not be a reliable reference to validate a model [10].…”

Section: Introductionmentioning

confidence: 99%

A Numerical Laboratory for Simulation of Flanged Reinforced Concrete Shear Walls

Khaloo

Tabiee

Abdoos

2022

NMCE

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The present paper establishes the Flanged reinforced concrete (RC) Shear Wall Laboratory (FlashLab) Software Program. Despite their extensive applications in recent years, flanged RC shear walls have rarely been experimentally and numerically studied, mainly due to the difficult and time-consuming fabrication of experimental samples, numerical models, and also their analysis. FlashLab is a finite element method (FEM)-based simulator of flanged RC shear walls. Drawing on ABAQUS, FlashLab employs shell elements with longitudinal and transverse reinforcements to accurately and rapidly model the cyclic behavior of flanged RC shear walls. The FlashLab algorithms are on the basis of the Python programming language and can examine flanged RC shear walls, with a general cross-section, which make it possible to parametrically investigate various variables. In order to validate FlashLab, this paper numerically simulates T-, H-, and L-shaped RC shear walls and compares the results to the experimental data, indicating good agreement between the numerical and experimental results to an extent that the proposed numerical laboratory is capable of predicting the backbone curve with an accuracy more than 90 percent. Moreover, to verify the simulation performance of FlashLab, the shear-lag effect was parametrically studied as a unique phenomenon in flanged RC shear walls. The findings of the current study clearly demonstrates the robustness and efficiency of FlashLab in the behaviour simulation of flanged RC shear walls. Nomenclature 50c  Strain corresponding to the stress of 0.50 c f  after attaining the maximum compressive strength of concrete 20c  Strain corresponding to the stress of 0.20 c f  after attaining the maximum compressive strength of concrete sh  Strain at the onset of hardening stage su  Strain corresponding to the ultimate strength of steel reinforcement sy  Strain corresponding to the yield stress of steel reinforcement t  Strain corresponding to the ultimate tensile strength of concrete tu  Ultimate tensile strain of concrete  Viscosity parameter u  The ratio of the axial displacement to the maximum axial deformation c 

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mentioning

confidence: 99%