Closure to “
            <i>Analytical Model for Concrete Confinement in Tied Columns</i>
            ” by Shamim A. Sheikh and S. M. Uzumeri (December, 1982)

Sheikh, Shamim A.; Uzumeri, S. M.

doi:10.1061/(asce)0733-9445(1983)109:12(2952)

Cited by 6 publications

(9 citation statements)

References 1 publication

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“…In the case of ordinary concrete, for example, numerous models are proposed by several authors. Some of these are Hognestad et al,11 Kent and Park,12 Sheik and Uzumeri,13 Roy and Sozen,14 Sargin,15 Saatcioglu and Razvi,16 Muguruma et al,17 Collins et al,18 and Hsu and Hsu 19…”

Section: Resultsmentioning

confidence: 99%

Stress–strain curve modeling and length effect of polymer concrete subjected to flexural compressive stress

Yeon

2009

J of Applied Polymer Sci

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Stress-strain relation, stress-block parameters, and length effect of polymer concrete flexural compression members were experimentally investigated. For these purposes, a series of C-shaped polymer concrete specimens subjected to a flexural compressive load were tested. On the basis of the test results, we proposed an equation to predict stress-strain relation of polymer concrete. In this model, we took account of the slope of descending branch beyond the peak stress point of a single curve. The proposed equation was numerically integrated to compute the rectangular stress-block parameters. Computed b 1 was greater than the values prescribed in ACI 318 Code for cement concrete, and a 1 was about 0.85 that is similar to the value regulated in ACI. A series of Cshaped specimens were also tested to study the length effect. The test results were curve fitted to obtain parameters for the existing length effect equation.

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Section: Resultsmentioning

confidence: 99%

Stress–strain curve modeling and length effect of polymer concrete subjected to flexural compressive stress

Yeon

2009

J of Applied Polymer Sci

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“…Sheikh and Uzumeri, [20] the effectively confined concrete area A e was proposed by Mander et al [22] (Figure 8) and could be calculated as follows.…”

Section: Effective Lateral Confining Stress F Lementioning

confidence: 99%

Analytical compressive stress–strain model for concrete confined with high‐strength multiple‐tied‐spiral transverse reinforcement

Cao

Jing

2017

Structural Design Tall Build

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Summary The behavior of reinforced concrete members subjected to seismic loads is mainly based on the ultimate strength of concrete and its ductility. Based on this, an additional configuration of transverse reinforcement using high‐strength multiple‐tied‐spiral was proposed to improve the strength and ductility of concrete. In this paper, an experimental study of a number of axial loading tests on reinforced concrete columns confined with high‐strength multiple‐tied‐spiral transverse reinforcement is described. The effects of spacing of circular spiral and rectangular hoop, the confined area of circular spiral and concrete strength on axial behavior of confined concrete were investigated. The formulas of confined compressive strength and corresponding axial strain, factor to control the slope of descending branch, and stress in high‐strength circular spiral at confined strength are proposed based on the test results. A stress–strain model is also proposed that is found to give reasonably good prediction of the experimental behavior of reinforced concrete (RC) columns confined by high‐strength multiple‐tied‐spiral transverse reinforcement.

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“…If the lateral force produced by the ties or hoops is well distributed around the concrete core, the confining pressure distribution will be more uniform and thus the effectiveness of the confinement increases [2]. On the other hand, the strength and ductility enhancement of the RC column are strongly affected by the confining rebar configuration and characteristics such as the volumetric ratio, the pitch spacing, the diameter, and the yield strength of the rebar [3]. The internal confinement of a concrete column depends on the configuration of lateral reinforcement [4].…”

Section: Introductionmentioning

confidence: 99%

Parametric studies on the ductility of axial loaded square reinforced concrete column made of normal-strength concrete (NSC) and high-strength steel confining rebar (HSSCR) with various ties configuration

et al. 2020

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During an earthquake, Reinforced Concrete (RC) building structures should behave in a ductile manner to prevent the structures from collapse. Therefore, the column element should have sufficient ductility to sustain an axial load at the post-peak region. Ductility of the RC column can be sufficiently provided by confinement to the RC column core. Therefore, in this paper, ductility of square RC columns made of NSC and HSSCR are analyzed using three-dimensional nonlinear finite element analysis (3D-NLFEA) with various ties configurations. In total, 12 specimens for each transverse steel rebar configuration were examined. The measurement used for ductility comparisons is the I10 index (AS 3600-2018) which is compared with the concept of ductility available in the literature (for example ACI 318-14). The study found that the computed minimum transverse steel rebar diameter based on ACI 318-14 showed larger diameter than the AS 3600:2018. From the 3DNLFEA analysis found that using a confining rebar higher than 700 MPa with the same volumetric ratio shows lower ductility for the Type I RC column configuration.

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Closure to “ Analytical Model for Concrete Confinement in Tied Columns ” by Shamim A. Sheikh and S. M. Uzumeri (December, 1982)

Cited by 6 publications

References 1 publication

Stress–strain curve modeling and length effect of polymer concrete subjected to flexural compressive stress

Stress–strain curve modeling and length effect of polymer concrete subjected to flexural compressive stress

Analytical compressive stress–strain model for concrete confined with high‐strength multiple‐tied‐spiral transverse reinforcement

Parametric studies on the ductility of axial loaded square reinforced concrete column made of normal-strength concrete (NSC) and high-strength steel confining rebar (HSSCR) with various ties configuration

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