Earthquake-Resistant Squat Walls Reinforced with High-Strength Steel

Cheng, Min‐Yuan; Hung, Shih-Ching; Lequesne, Rémy D.; Lepage, Andrés

doi:10.14359/51688825

Cited by 55 publications

(22 citation statements)

References 4 publications

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“…Concrete cylinder strength was 6.4, 6.7, 4.8, 4.2, 7.3 and 7.4 ksi (44, 46, 33, 29, 50, and 51 MPa) for specimen H60 [4], H60_V, S4 [2], S9 [2], M1 [3] and M2 [3] respectively. Steel coupon test results are listed in Table 3.…”

Section: Test Resultsmentioning

confidence: 99%

“…Based on test result from Cheng et al [4], specimen H60 exhibited extensive deterioration along the base of the wall at the final state, as can be seen in Fig. 3(a).…”

Section: Overall Responsementioning

confidence: 97%

“…Please note, Maier [2] and Greifenhagen and Lestuzzi [3] tested the specimens with peak lateral strength around 6.8A cv √f c ' (psi) and 3.5A cv √f c ' (psi), respectively, where A cv is the wall cross section. A recent publication (Cheng et al [4]) indicates that deformation capacity of RC squat walls subjected to lateral displacement reversals decreases as the normalized peak shear stress, i.e, peak lateral strength divided by A cv √f c ' , increases. It is then of interest whether the previous findings are applicable to walls with high shear stress demand, for example, with shear stress demand close to 10A cv √f c ' (psi), a stress limit currently set by ACI 318-14 [5].…”

Section: Introductionmentioning

confidence: 99%

“…This study aims to extend the experimental work of the aforementioned researches and systematically investigate the effects of uniformly distributed horizontal web reinforcement on cyclic behavior of RC squat wall with high shear stress demand. With two pair of specimens collected from Maier [2] and Greifenhagen and Lestuzzi [3], one specimen, H60_V, was designed identically with specimen H60 tested by Cheng et al [4], except that no horizontal reinforcement is provided.…”

Section: Introductionmentioning

confidence: 99%

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Effects of horizontal web reinforcement on cyclic behavior of RC squat walls

Wibowo

Cheng

2019

MATEC Web Conf.

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This paper evaluates the effects of horizontal web reinforcement on cyclic behaviour of RC squat wall using test results of three pairs of specimens. One specimen was tested by the authors while the other five were adopted from the existing researches. Each specimen pair was designed with approximately the same design parameters, except that uniformly distributed horizontal web reinforcement was provided in one specimen only. Shear stress demand, evaluated based on the shear associated with the development of flexural strength at the base, was approximately $3.5\sqrt {{{f'}_c}} (psi)$, $6.0\sqrt {{{f'}_c}} (psi)$, and $8.0\sqrt {{{f'}_c}} (psi)$, respectively, for each specimen pair. Test results show that specimen with uniformly distributed horizontal web reinforcement exhibited larger deformation capacity compared to specimens without it. Specimen peak strengths, on the other hand, appear to be similar with and without uniformly distributed horizontal reinforcement and can be satisfactorily predicted by nominal flexural strength.

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Section: Test Resultsmentioning

confidence: 99%

“…Based on test result from Cheng et al [4], specimen H60 exhibited extensive deterioration along the base of the wall at the final state, as can be seen in Fig. 3(a).…”

Section: Overall Responsementioning

confidence: 97%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Effects of horizontal web reinforcement on cyclic behavior of RC squat walls

Wibowo

Cheng

2019

MATEC Web Conf.

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“…In order to validate the accuracy of the proposed model, the experimental database of 78 RC walls failed in shear is established, which includes the tests of Jang‐Woon Baek et al, Jang‐Woon Baek et al, Chung‐Chan Hung et al, Hong‐Gun Park et al, Min‐Yuan Cheng et al, Lefas et al, and Yoshizaki as reported by Hirosawa, Cardenas et al, Pedro A. Hidalgo et al, and Dabbagh . The 12 RC walls of Lefas et al, failed in shear were under monotonic loading, and the other 66 RC walls were under cyclic loading, and most of the walls were rectangular shear walls.…”

Section: Database Of Reinforced Concrete Walls Failed In Shearmentioning

confidence: 99%

Shear strength prediction of reinforced concrete walls

Cao

et al. 2019

Structural Design Tall Build

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Summary Most of existing codes ignore the effect of arch action on shear strength of reinforced concrete (RC) walls, and it leads to more conservative results. A new model considering the influence of the truss and arch on shear strength of RC walls is proposed in this paper. The shear strength provided by the truss is obtained by the modified compression field theory, and the shear strength provided by the arch is obtained by the shear deformation coordination between the truss and arch, which has an upper bound value. Experimental data of 78 RC walls failed in shear are collected to evaluate the adequacy of the proposed method by comparing with the models of Hwang and Lee, Wood, ACI 318‐11，, EC8, MCBC‐04, and JGJ 3‐2010, respectively. The results show that the average value and coefficient of variation of the experimental‐to‐calculated strength ratios obtained by the proposed model are 1.01 and 0.23, which shows better accuracy and reliability. Therefore, the proposed model can predict the shear strength of RC walls failed in shear accurately.

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Shake table tests to compare the seismic response of concrete frames with conventional and high‐strength reinforcement

Chin,

Cheng,

Lepage

et al. 2023

Earthq Engng Struct Dyn

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Reported test results suggest reinforcement grade can have an important effect on the seismic displacement demands of reinforced concrete (RC) structures. Two one‐story one‐bay RC frames (Specimens C1 and H1) were mounted in parallel on the NCREE‐Taiwan shake table and simultaneously subjected to 16 base motions, each representing a horizontal component of recorded earthquakes. The dynamic tests were followed by quasi‐static large‐amplitude cyclic testing. The specimens had the same nominal dimensions and base shear strengths with longitudinal reinforcement that was Grade 60 (60 ksi [420 MPa]) in C1 and Grade 100 (100 ksi [690 MPa]) in H1. Maximum drifts of H1 were 1.3 to 2.3 times larger than for C1. The lateral stiffness of H1 was consistently lower than C1, with stiffness ratios (H1 to C1) ranging from 0.78 after Run 1 to 0.45 after Run 16. Drift estimates using stiffness values based on gross‐section properties provided a reasonable upper bound for C1 but were unconservative for H1. Drift estimates based on the secant‐to‐yield stiffnesses, which were inversely proportional to reinforcement grade, provided an upper bound for both specimens. Preliminary recommendations are made for accounting for these effects in design.

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Earthquake-Resistant Squat Walls Reinforced with High-Strength Steel

Cited by 55 publications

References 4 publications

Effects of horizontal web reinforcement on cyclic behavior of RC squat walls

Effects of horizontal web reinforcement on cyclic behavior of RC squat walls

Shear strength prediction of reinforced concrete walls

Shake table tests to compare the seismic response of concrete frames with conventional and high‐strength reinforcement

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