Effect of cavity defect on the triaxial mechanical properties of high-performance concrete

doi:10.1007/s11709-022-0821-5

Front. Struct. Civ. Eng.

2022, Vol. 16

Issue (5) : 600-614 https://doi.org/10.1007/s11709-022-0821-5

RESEARCH ARTICLE

Effect of cavity defect on the triaxial mechanical properties of high-performance concrete

Yanbin ZHANG, Zhe WANG(

), Mingyu FENG

School of Civil Engineering, Beijing Jiaotong University, Beijing100044, China

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Abstract

The stress concentration of pipe structure or cavity defect has a great effect on the mechanical properties of the high-performance concrete (HPC) members in deep underground locations. However, the behaviour of HPC with cavities under triaxial compression is not understood, especially when pressurized liquid flows into the fractures from the cavity. This study aims to investigate the effect of the cavity and the confining pressure on the failure mechanisms, strengths, and deformation properties of HPC with a new experimental scheme. In this experiment, the pressurized liquid can only contact the surface of the sample in the cavity, while the other surfaces are isolated from the pressurized liquid. To further explore the effect of the cavity, the same experiments are also conducted on sealed and unsealed intact samples without a cavity. The failure modes and stress-strain curves of all types of the samples are presented. Under various confining pressures, all the samples with a cavity suffer shear failure, and there are always secondary tensile fractures initiating from the cavity sidewall. Additionally, it can be determined from the failure modes and the stress-strain curves that the shear fractures result from the sidewall failure. Based on the different effects of the cavity on the lateral deformations in different directions, the initiation of the sidewall fracture is well predicted. The experimental results show that both the increase of the confining pressure and the decrease of the cavity size are conducive to the initiation of sidewall fracture. Moreover, the cavity weakens the strength of the sample, and this study gives a modified Power-law criterion in which the cavity size is added as an impact factor to predict the strength of the sample.

Keywords high-performance concrete cavity conventional triaxial compression pressurized liquid modified power-law criterion

Corresponding Author(s): Zhe WANG

About author:

Tongcan Cui and Yizhe Hou contributed equally to this work.

Just Accepted Date: 15 April 2022 Online First Date: 30 June 2022 Issue Date: 30 August 2022

Cite this article:

Yanbin ZHANG,Zhe WANG,Mingyu FENG. Effect of cavity defect on the triaxial mechanical properties of high-performance concrete[J]. Front. Struct. Civ. Eng., 2022, 16(5): 600-614.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-022-0821-5
https://academic.hep.com.cn/fsce/EN/Y2022/V16/I5/600

Tab.1 Mix proportions of the samples

Fig.1 The assembly of the sample and the force diagram: (a) force diagram of the sample; (b) assembly of the sample. Note: l₁ = 175 mm, l₂ = 70.7 mm, l₃ = 41 mm; q is the axial load; p is the confining pressure; the cavity axis is parallel to l₃.

Tab.2 Types of the sample

Fig.2 Failure patterns of SPI, UPI and SPH.

Fig.3 Failure pattern of the intact sample under uniaxial compression.

Fig.4 Schematic diagram of the failure mechanism for SPI.

Fig.5 Schematic diagram of the failure mechanism for UPI. Note: The red arrows indicate the pressure of the liquid.

Fig.6 Schematic diagram of the failure mechanism for SPH.

Fig.7 q–ε₁ curves and ε₂–ε₁ curves for SPI and SPH. (a) p = 5 MPa; (b) p = 10 MPa; (c) p = 20 MPa; (d) p = 40 MPa; (e) p = 70 MPa. Note: Curves of the same color refer to the same sample and the vertical dashed line corresponds to the peak stress.

Fig.8 q–ε₁ curves and ε₂–ε₁ curves of UPI. Note: Curves of the same color refer to the same sample and the vertical dashed lines correspond to the axial peak stress.

Tab.3 The axial peak stress of SPI, UPI, and SPH

Fig.9 The axial peak stresses and the corresponding axial strains. (a)

σ 1 u

–d_h; (b)

ε 1 u

–d_h. Note: The horizontal dashed lines correspond to the peak axial stress of UPI.

σ 1 u

is the axial peak stress;

ε 1 u

is the axial strain at peak stress.

Fig.10 q–ε₁ curves, ε_v–ε₁ curves, ε₂–ε₁ curves and ε₃–ε₁ curves of SPH and SPI. (a) p = 5 MPa; (b) p = 10 MPa; (c) p = 20 MPa; (d) p = 40 MPa; (e) p = 70 MPa. Note: Curves of the same color refer to the same sample; the vertical dashed lines correspond to the peak points of the ε_v–ε₁ curves; the points where the ε₂–ε₁ and ε₃–ε₁ curves diverge are marked with black dots; ε_v is the volumetric strain of the sample.

Fig.11 The crack initiation stress and the crack damage threshold. (a)σ_ci–d_h; (b)σ_cd–d_h.

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