Determination of residual strength parameters of jointed rock masses using the GSI system

Cai, Ming; Kaiser, Peter K.; Tasaka, Y.; Minami, Masayuki

doi:10.1016/j.ijrmms.2006.07.005

Cited by 314 publications

(133 citation statements)

References 20 publications

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“…After substituting the strength parameters (c, φ) at the peak and the starting point of the residual stage into (19) and (20), the rock strength parameters (s, m) at the peak and the starting point of the residual stage can be calculated accordingly.…”

Section: Analytical Derivationmentioning

confidence: 99%

“…With the increase of con ning pressure, the rock post-peak strain softening behaviour is gradually transformed into ideal elastic-plastic behaviour. In order to process the main deformation and failure characteristics more informative in mathematics [19,20], Figure 1 has been simpli ed to Figure 2. In Figure 2, the dash line indicates the stress-strain curve obtained by the experiment and the solid line represents the ideal stress-strain curve.…”

Section: Introductionmentioning

confidence: 99%

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Study of Post‐Peak Strain Softening Mechanical Behaviour of Rock Material Based on Hoek–Brown Criterion

Lin

Cao

Wang

2018

Advances in Civil Engineering

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In order to build the post-peak strain softening model of rock, the evolution laws of rock parameters (m, s) were obtained by using the evolutionary mode of piecewise linear function regarding the maximum principle stress. Based on the nonlinear Hoek-Brown criterion, the analytical relationship of the rock strength parameters (m, s), cohesion (c), and friction angle (φ) has been developed by theoretical derivation. According to the analysis on the four different types of rock, it is found that, within the range from 0 to σ 3min , the peak hardness of the rock becomes smaller as the confining pressure increases and the degree of rock fragmentation decreases as well. e post-peak stress-strain curves obtained from the developed softening model are in good agreement with the laboratory test results under different confining pressures. In conclusion, the analytical method is reasonable, and it can predict the post-peak mechanical behaviour of rock well, which provides a new thought for the rocksoftening simulation.

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Section: Analytical Derivationmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Study of Post‐Peak Strain Softening Mechanical Behaviour of Rock Material Based on Hoek–Brown Criterion

Lin

Cao

Wang

2018

Advances in Civil Engineering

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“…There are several rock mass classification systems such as RQD [23] RMR[24], Q [25], RMi [13], and GSI [26][27][28][29][30][31] that are used for various engineering design and analysis. All of the classification systems are designed based on empirical equations between rock mass characteristics and engineering applications, such as tunnels, slopes, foundations, etc.…”

Section: Rock Mass Classificationmentioning

confidence: 99%

Comparison between the In Situ Tests’ Data and Empirical Equations for Estimation of Deformation Modulus of Rock Mass

Rezaei¹,

Ghafoori²,

Ajalloeian³

2016

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Abstract. The rock mass deformation modulus (E rm ) is a significant input parameter in any analysis of rock mass behavior. To find E rm , both in situ tests as well as indirect methods can be utilized. The in situ tests are not only time consuming and expensive, but also the reliability of these tests' results is sometimes questionable. Therefore, several researchers have proposed empirical equations for estimating E rm on the basis of rock mass classification systems or geomechanical properties of rock mass. In this paper, these equations are reviewed based upon data obtained from a large number of in situ tests performed in Bakhtiari and Khersan II dam sites-in southwest parts of Iran. Among the equations related to rock mass rating (RMR), the ones provided by Hoek-2002 and Shen-2012 have presented the best predictions. It appears that Hoek-2002 equations have provided more acceptable results than other equations correlated to geological strength index (GSI).

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“…The post-peak deformation behavior of rock is useful in predicting the extent of excavation damaged zones (Alonso et al 2003;Bieniawski 1967;Cai et al 2007b) and the duration of rock failure as a result of rock creep (refer to discussion in Section of indirect observations on the strain energy released from test machines or surrounding rock masses and its impact on rock stability). Moreover, the post-peak deformation behavior is important to determine the likelihood of rock instability (refer to discussion in Section of stable rock failure criterion and energy transfer in rock failure process).…”

Section: Introduction Introduction Introduction Introductionmentioning

confidence: 99%

Influence of strain energy released from a test machine on rock failure process

Cai

2018

Can. Geotech. J.

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Abstract AbstractRock instability occurs if the energy supplied to the rock failure process is excess. The theoretical analysis on the energy transfer in rock failure process revealed that the rock failure process is a result of the strain energy released from the test machine or the surrounding rock masses of wall rock, plus the additional energy input from an external energy source if the deformation of the rock is continued and driven by the external energy source. The strain energy released from the test machine is focused in this study because it is responsible for some of the unstable rock failures in laboratory testing. A FEM-based numerical experiment was carried out to study the strain energy released from test machines under different loading conditions of LSS.The modeling results demonstrated that depending on the LSS of a test machine, the strain energy Accumulative energy input from an external energy source at peak load E r Accumulative energy consumed in a rock specimen at peak load E t Strain energy stored in a test machine at peak load E in * Accumulative energy input from an external energy source at post-peak deformation stage E r * Accumulative energy consumed in a rock specimen at post-peak deformation stage E t * Strain energy stored in a test machine at post-peak deformation stage ∆E in Energy input from an external energy source during post-peak deformation stage ∆E r Energy consumed in a rock specimen during post-peak deformation stage ∆E t Strain energy released from a test machine during post-peak deformation stage ∆E r B Energy item ∆E r under the ideal loading condition E p Post-peak stiffness of a rock specimen in stress-strain curve H Height of a column-shaped structure k Longitudinal stiffness of a column-shaped structure λ Post-peak stiffness of a rock specimen (absolute value)

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Determination of residual strength parameters of jointed rock masses using the GSI system

Cited by 314 publications

References 20 publications

Study of Post‐Peak Strain Softening Mechanical Behaviour of Rock Material Based on Hoek–Brown Criterion

Study of Post‐Peak Strain Softening Mechanical Behaviour of Rock Material Based on Hoek–Brown Criterion

Comparison between the In Situ Tests’ Data and Empirical Equations for Estimation of Deformation Modulus of Rock Mass

Influence of strain energy released from a test machine on rock failure process

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