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Rock Mechanics and Rock Engineering

, Volume 52, Issue 4, pp 991–1010 | Cite as

Dynamic Properties of Thermally Treated Granite Subjected to Cyclic Impact Loading

  • Pin Wang
  • Tubing YinEmail author
  • Xibing Li
  • Shuaishuai Zhang
  • Lv Bai
Original Paper

Abstract

The Earth’s deep rock mass is subjected to various complex temperature and stress perturbations. To study the effect of temperature and dynamic disturbance on the damage mechanical properties of these rocks, a series of laboratory tests was carried out by means of a modified split Hopkinson pressure bar system. Specimens were heat treated from room temperature up to a maximum of 800 °C and then cooled to room temperature. During repeated loading tests, the dynamic incident energy was kept constant in each cycle. For samples under the same treated temperature, the dynamic strength and deformation capacity degraded gradually with increasing impact number. Furthermore, rock strength decreased with increasing treated temperature, with the number of impacts before failure reduced accordingly. Since damage can be initiated by thermal treatment and then aggravated by dynamic disturbance, according to the observed decrease in rock strength and increase in strain rate under the different temperature conditions, a temperature of 400 °C was found be a significant failure threshold. The maximum strain was employed to describe damage evolution during cyclic impact loading, indicating that fatigue damage is gradually accumulated and maintains a three-segment growth with an increase in repeated impacts. Under the coupled effect of temperature and cyclic impact loading, specimens exhibited two different failure modes: split tensile failure and unloading failure. The micro-properties of fracture morphology in granite after different temperature and repeated impact were also discussed in detail.

Keywords

Rock dynamics Thermal treatment Cyclical load Impact fatigue Damage evolution 

List of Symbols

SHPB

Split Hopkinson pressure bar

RPC

Reactive powder concrete

BD

Brazilian disc

SCB

Semi-circular bend

SR

Short rod

XRD

X-ray diffraction

ISRM

International Society for Rock Mechanics

SEM

Scanning electron microscope

MTS

Material test system

SRIF

The dynamic strain rate increase factor

\({\nu _{\text{v}}}\)

Volume increase rate

\({V_1}\)

Volume of specimen before thermal treatment (cm3)

\({V_2}\)

Volume of specimen after thermal treatment (cm3)

\({\varepsilon _{\text{I}}}\)

Signal on the incident bar

\({\varepsilon _{\text{R}}}\)

Signal on the reflected bar

\({\varepsilon _{\text{T}}}\)

Signal on the transmitted bar

D

Diameter of the specimen (mm)

Ls

Length of the specimen (mm)

Ae

Cross-sectional area of elastic bars (mm2)

As

Cross-sectional area of the specimen (mm2)

Ce

Wave propagation velocity in the elastic bars (km/s)

Ee

Young’s modulus of elastic bars (GPa)

a0

Length of initial crack of specimen (mm)

ac

Critical crack length of specimen failure (mm)

\({\sigma _{\text{r}}}\)

Critical stress for fatigue propagation (MPa)

\({\sigma _{\text{c}}}\)

Critical failure stress (MPa)

KI

The stress intensity factor

KIC

The quasi-static fracture toughness

P1

Force between the specimen and input bar (kN)

P2

Force between the specimen and output bar (kN)

Ed

The dynamic elastic modulus of the specimen (GPa)

\({\sigma _{\text{I}}}\)

The incident stress during cyclic impact (MPa)

\({\sigma _{\text{d}}}\)

The failure strength during cyclic impact (MPa)

\({\dot {\varepsilon }_{\text{f}}}\)

Strain rate during the last impact (m/s)

\(\rho\)

Density (g/cm3)

R2

Coefficient of correlation

n

Cycle impact number

D

Damage value of specimen

\(\varepsilon _{{\hbox{max} }}^{1}\)

The first impact maximum strain of specimen

\(\varepsilon _{{\hbox{max} }}^{n}\)

Instantaneous maximum strain after n cycles

\(\varepsilon _{{\hbox{max} }}^{N}\)

Ultimate maximum strain under cyclic impact

Notes

Acknowledgements

The research presented in this paper was carried out under the jointly financial support of the National Natural Science Foundation of China (no. 51774325), State Key Research Development Program of China (no. 2016YFC0600706), the State Key Program of National Natural Science Foundation of China (no. 41630642) and Innovation-Driven Project of Central South University (no. 2017CX006). The authors would like to thank their colleagues of the Rock Mechanics and Blasting Engineering research group at the Central South University for technical discussion and comments. Also, the authors express their acknowledgements to the anonymous reviewers for their precious comments.

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Copyright information

© Springer-Verlag GmbH Austria, part of Springer Nature 2018

Authors and Affiliations

  • Pin Wang
    • 1
  • Tubing Yin
    • 1
    Email author
  • Xibing Li
    • 1
  • Shuaishuai Zhang
    • 1
  • Lv Bai
    • 1
  1. 1.School of Resources and Safety EngineeringCentral South UniversityChangshaChina

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