Plastic Hinge Length for Lightly Reinforced Rectangular Concrete Walls

Hoult, Ryan; Goldsworthy, Helen M.; Lumantarna, Elisa

doi:10.1080/13632469.2017.1286619

Cited by 34 publications

(13 citation statements)

References 15 publications

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“…This behavior was also observed in the walls tested by Hidalgo et al (2002), where some specimens with 80 and 100 mm thickness with less reinforcement ratio showed larger shear strength than a specimen with larger reinforcement ratio. In addition, the brittle failure mode observed in walls with reduced reinforcement agrees with the numerical results of Hoult et al (2018), which showed that the lack of reinforcement in walls leads to a brittle failure with a single crack and bar fracture.…”

Section: Ductility and Strengthsupporting

confidence: 86%

Seismic performance of squat thin reinforced concrete walls for low-rise constructions

et al. 2020

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Thin reinforced concrete (RC) walls with single layer reinforcement have been used for houses and buildings in several Latin American countries. Although some design codes include recommendations for squat thin walls in low-rise constructions, its seismic performance has not been validated adequately in past earthquakes. This article presents the results of an experimental campaign of nine full-scale specimens conducted to characterize the influence of the steel type, the reinforcement ratio, and the wall thickness on the seismic behavior of squat thin RC walls with single layer reinforcement. Both welded wire and deformed bars were used as web reinforcement. Experimental results are used to develop nonlinear models to assess the seismic behavior of a prototype two-story house with welded wire reinforcement and deformed bars by means of incremental dynamic analyses. The experimental results show that the type of steel has the largest influence on wall seismic performance. The numerical results suggest that RC walls with single layer reinforcement are suitable for housing applications up to two stories in high seismicity regions, particularly walls detailed with deformed bars.

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Section: Ductility and Strengthsupporting

confidence: 86%

Seismic performance of squat thin reinforced concrete walls for low-rise constructions

et al. 2020

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“…This type of mechanism in cast in-situ walls has been heavily researched, particularly following observations of damage in RC walls after the 2011 Christchurch earthquake, and found to result in quite poor seismic performance (e.g. [24][25][26]). However, in precast walls with a grout tube connection, it seems that the grout has poorer inelastic bond strength properties compared to in-situ concrete and as such, much greater yield penetration occurs prior to bar fracturing.…”

Section: Vertical Bar Fracturing Failures -Specimens P09 P15 P16 Anmentioning

confidence: 99%

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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“…recording the NS displacements at hNS = 4.25 m (Figure 2b). and allowing secondary cracking to occur (Hoult et al, 2018a;Hoult et al, 2018b;Lu and Henry, 2018).…”

Section: Tue Observationsmentioning

confidence: 99%

“…For example, no special transverse reinforcement to confine the boundary ends of RC walls is required by some building codes in Latin American (Massone et al, 2012). Furthermore, a minimum longitudinal reinforcement ratio (ρwv) of just 0.25% is required by the building codes in Colombia for RC walls (Arteta et al, 2017), which is low considering the amount typically required to cause secondary cracking and ensure that a ductile response of the wall is achieved in the event of an earthquake (Hoult et al, 2018a;Hoult et al, 2018b;Lu and Henry, 2018). However, concentrating reinforcement in the boundary ends of the wall is also practiced in Latin America if higher flexural demands are required (Blandón et al, 2018).…”

Section: Introductionmentioning

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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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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Plastic Hinge Length for Lightly Reinforced Rectangular Concrete Walls

Cited by 34 publications

References 15 publications

Seismic performance of squat thin reinforced concrete walls for low-rise constructions

Seismic performance of squat thin reinforced concrete walls for low-rise constructions

Experimental Testing of Nonductile Reinforced Concrete Wall Boundary Elements

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

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