Shear Strength of Reinforced Concrete Piers and Piles with Hollow Circular Cross Section

Jensen, Uffe Graaskov; Hoang, Linh Cao

doi:10.2749/101686610792016899

Cited by 9 publications

(7 citation statements)

References 3 publications

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“…According to RUIZ & TURMO [16] all the members presented bending-shear failure. The data presented by JENSEN & HOANG [2], was actually based on tests carried by KISHIDA et al [3]. The level of axial compression (σ N /f c ) varied between zero (0) and 0,33; with axial compression applied either as combination of prestressing and external normal force, or as prestressing only.…”

Section: Experimental Data Basementioning

confidence: 99%

“…The level of axial compression (σ N /f c ) varied between zero (0) and 0,33; with axial compression applied either as combination of prestressing and external normal force, or as prestressing only. JENSEN & HOANG [2] published only members that presented bending-shear failure. In this study, it was omitted the specimens with central length of 600 mm, as well as some members with prestressing and/or axial compression for lack of precise data.…”

Section: Experimental Data Basementioning

confidence: 99%

“…The literature presents a few models developed especially for members with hollow circular cross sections, and the number of specimens tested is very limited. JENSEN & HOANG [2] considered that the shear strength of a specimen will, depending on the axial compressive force, be governed either by shear failure in cracked concrete or in uncracked concrete. They proposed a combination of a classical upper bound model with the so-called crack sliding model.…”

Section: Introductionmentioning

confidence: 99%

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Shear strength of hollow circular sections

Queiroz

Horowitz

2016

Rev. IBRACON Estrut. Mater.

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The number of buildings higher than 30 floors has shown remarkable growth; many of them are supported on foundations of hollow circular piles. This increasing of height of constructions causes an increment of the shear stresses that are transmitted to their foundations, however these elements are more shear critical due to the hollow core. Most of the existing codes are based on shear models for rectangular sections, and guidelines for assessment of shear strength of members with hollow circular cross sections are practically non-existent. This study evaluates, on a comparative basis, the shear strength of elements with hollow circular cross sections, obtained from experimental tests, with values computed using the Canadian Code (CSA A23.3) and using a proposed simple procedure based on the Brazilian standard (NBR 6118).

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Section: Experimental Data Basementioning

confidence: 99%

Section: Experimental Data Basementioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Shear strength of hollow circular sections

Queiroz

Horowitz

2016

Rev. IBRACON Estrut. Mater.

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“…The inclination of cracks further away from the loading block gradually decreased because of the increment in the shear-to-bending moment ratio (crack No. [2][3][4].…”

Section: Failure Modementioning

confidence: 99%

“…Jensen and Hoang [4] developed an empirical calculation method based on the experimental results of Turmo and Uehara.…”

Section: Introductionmentioning

confidence: 99%

Resistance of reinforced concrete members with hollow circular cross‐sections under combined bending and shear – Part I: experimental investigation

Völgyi

Windisch

Farkas

2014

Structural Concrete

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Part I of this paper introduces an experimental programme carried out on RC members with thick-walled hollow circular crosssections to study their behaviour under combined bending and shear. The study looked at ultimate resistance and propagation of characteristic crack pattern as well as the shape and behaviour of the failure sections as a function of wall thickness, amount of longitudinal and transverse reinforcement, shear span and axial force. Test results were used to verify a newly developed calculation model describing the behaviour of the members investigated at failure under combined bending and shear. This model will be presented in Part II.

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