Plastic Hinge Length for Lightly Reinforced C-Shaped Concrete Walls

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

doi:10.1080/13632469.2018.1453419

Cited by 15 publications

(9 citation statements)

References 28 publications

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“…The authors have derived several expressions for finding the Δ y of lightly reinforced and unconfined rectangular and C-shaped walls (Hoult et al 2018a). Furthermore, several plastic hinge length ( L p ) expressions have been derived from numerical analyses specifically for lightly reinforced and unconfined rectangular and C-shaped walls (Hoult et al 2017a, 2018b). For the sake of brevity, the reader is referred to the “summary of recommended expressions” in Hoult et al (2018a, p. 4855) for all of the PHA equations used to find the displacement capacities of the RC walls used in this study.…”

Section: Methodsmentioning

confidence: 99%

“…The dimensions of the C-shaped walls for Building Types 2, 3, and 4 in Figure 3 are based on the number of stories; the different building types and ranges of allowable stories (n) used in the program were given in Table 1. Moreover, the dimensions of the C-shaped walls used in the LR, MR, and HR buildings correspond to those used for the numerical analyses conducted in Hoult et al (2018b; dimensions given in Table 3).…”

Section: Building Variabilitymentioning

confidence: 99%

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Fragility Functions for RC Shear Wall Buildings in Australia

2019

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This research investigates the development of analytical fragility functions for reinforced concrete shear wall buildings in Australia. A building stock for the city of Melbourne is used in conducting an assessment of these types of structures. The assessment uses the best information available for selecting the building parameters applicable to the low-to-moderate seismic region, site soil class, expected earthquake ground motions, and site response. The capacity spectrum method is used to derive vulnerability functions for low-, mid-, and high-rise reinforced concrete shear wall buildings. Although there is a paucity of earthquake damage data available in Australia, some comparisons are made using the results from the fragility functions derived here to the damage data from the Newcastle earthquake in 1989.

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Section: Methodsmentioning

confidence: 99%

Section: Building Variabilitymentioning

confidence: 99%

Fragility Functions for RC Shear Wall Buildings in Australia

2019

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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%

“…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%

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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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