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Experimental Research on Dynamic Failure of Rock–Cemented Material–Rock Interface Considering Strain Rate Effect

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Abstract

Due to the presence of natural joints and weak interlayer interfaces in the rock mass, the rock mass will be damaged or even deformed to high degree under the action of dynamic loads such as strong seismic activity, resulting in significant engineering safety accidents and casualties. In light of the aforementioned dynamic issues with rock discontinuities, complete rock samples and interface rock samples containing cemented material (gypsum) underwent a series of SHPB impact compressive and splitting tensile tests. To investigate the dynamic properties and change laws of rocks, theoretical analysis, high-speed camera systems, and "binary method" fracture extraction technology were employed. It was concluded that the peak strength of impact tension and impact compression of the samples increased with the increase of strain rate in a power function relationship. The cemented material (gypsum) interface causes stress wave and energy dissipation to be attenuated. When compared to an intact rock sample, the interface causes the number, area, and transmission coefficient of the cracks to decrease, preventing further crack development. However, the initial position and development direction of the crack and the overall stress loading of the sample are not affected. When the energy input is too much, the rock crack gradually changes from peritectic to transgranular, showing that the dissipative energy increases and reaches the peak strength. The findings can serve as a guide and a point of reference for major projects involving joined rock mass and broken rock mass in terms of safety design and operation.

Highlights

  • Peak strength of the rock sample increases as a power function of strain rate.

  • Strain rate does not affect the initial position and development direction of the crack.

  • The interface decreases the number, area, and transmission coefficient of the cracks.

  • Cemented interface causes the stress wave and energy dissipation to be attenuated.

  • Cracks will change from peritectic to transgranular as the input energy is too great.

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Data availability

The datasets generated and/or analyzed during the current study are available from the corresponding author on reasonable request.

Abbreviations

SHPB:

Split Hopkinson pressure bar

\(C_{{\text{e}}}\) :

Wave velocity of the compressive bar

\(E_{{\text{e}}}\) :

Elastic modulus of the compressive bar

\(L_{{\text{s}}}\) :

Length of the rock sample

\(A_{{\text{e}}}\) :

Cross-sectional area of the compressive bar

\(A_{{\text{s}}}\) :

Cross-sectional area of the rock sample

\(\varepsilon_{{\text{I}}} (t)\) :

Measured strain signals incident waves

\(\varepsilon_{{\text{R}}} (t)\) :

Measured strain signals reflected waves

\(\varepsilon_{{\text{T}}} (t)\) :

Measured strain signals refracted waves

\(E\) :

Tensile modulus (tensile stress plays a leading role when the sample breaks, so the position tensile modulus is defined)

\(L\) :

Sample length (thickness)

\(P\) :

Failure load

\(D\) :

Diameter

\(\Delta u\) :

Deformation

\(\mu\) :

Poisson’s ratio

\(R\) :

Sample radius

C-3-1:

Impact compressive test, 3 m/s and the first rock specimen

T-3-1:

Impact tensile test, 3 m/s and the first rock specimen

\(W_{{\text{I}}}\) :

Energy of the incident wave

\(W_{{\text{R}}}\) :

Energy of the reflected wave

\(W_{{\text{T}}}\) :

Energy of reflected wave

\(W_{{\text{D}}}\) :

Energy lost during specimen failure

\(E_{0}\) :

Initial peak strength

\(E_{50}\) :

The 50% peak strength

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Acknowledgements

This work was supported by the National Natural Science Foundation of China (Nos. 52209130 and 52108448) and the Fundamental Research Funds for the Central Universities (No. B220202058). The work was also funded by ARC Discovery Project grant DP210100437.

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Authors and Affiliations

  1. Key Laboratory of Ministry of Education for Geomechanics and Embankment Engineering, Hohai University, Nanjing, 210024, China

    Cong Zhang & Zhende Zhu

  2. Jiangsu Research Center for Geotechnical Engineering Technology, Hohai University, Nanjing, 210024, China

    Cong Zhang & Zhende Zhu

  3. Priority Research Center for Geotechnical Science and Engineering, The University of Newcastle, Callaghan, NSW, 2308, Australia

    Cong Zhang & Shanyong Wang

  4. Engineering Research Institute, China Construction Eighth Engineering Division Corp., Ltd., Shanghai, 200122, China

    Yonggang Zhang

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  1. Cong Zhang
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  2. Zhende Zhu
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Correspondence to Cong Zhang.

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Zhang, C., Zhu, Z., Wang, S. et al. Experimental Research on Dynamic Failure of Rock–Cemented Material–Rock Interface Considering Strain Rate Effect. Rock Mech Rock Eng 57, 145–162 (2024). https://doi.org/10.1007/s00603-023-03560-4

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