Effcts of Strain Rate and Frequency on Fatigue Strength of Rocks

Ishizuka, Yoshio; Abe, Tohru; Koyama, Hiroshi; Kômura, Saburô

doi:10.2208/jscej.1993.469_15

Cited by 8 publications

(6 citation statements)

References 11 publications

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“…This is con®rmed by observations made by Attewell & Farmer (1973) and by Ishizuka et al (1993) showing an increase in the number of cycles to reach failure with the excitation frequency, and thus an increase of the cyclic shear strength with strain rate. (b) In the overconsolidated range, fatigue induces a progressive lowering of the peak strength envelope.…”

Section: Peak Strength Envelopementioning

confidence: 55%

Natural slopes and cuts: movement and failure mechanisms

2001

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Movements and failure of cuts and natural slopes constitute an important geotechnical problem that involves a variety of geomaterials in a variety of geological and climatic contexts, and which has a major socio-economic impact in many countries. The paper reviews the state of knowledge in this domain, examining the basic aspects of soil mechanics that are relevant to the context of slopes, the importance of water on slope behaviour, and then the different stages of slope movements: pre-failure, failure, post-failure and reactivation. Finally it is shown how the geotechnical characterisation of slope movements can be used, in particular for assessing risk associated with such movements. Emphasis is put on for the brittleness of soils and its practical implications for the progressive failure developing at the pre-failure stage and on the characteristics of post-failure movements. The in¯uence of other factors such as creep, fatigue, destructuration, partial saturation and in®ltration is also considered.

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Section: Peak Strength Envelopementioning

confidence: 55%

Natural slopes and cuts: movement and failure mechanisms

2001

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“…dam foundations and underground openings), which may lead to a non-conservative analysis and design of the relevant geologic structures. Okubo et al (1992), Ishizuka et al (1993), Ray et al (1999), Li and Xia (2000) and Kohmura and Inada (2006) conclude from their experimental results that rock uniaxial compressive strengths tend to increase with strain and loading rates, respectively. For brittle rocks the loading rate effects on the elastic modulus remain inconclusive (Blanton 1981;Chong et al 1987;Wang 2008;Okubo et al 2001Okubo et al , 2006.…”

Section: Introductionmentioning

confidence: 94%

Influence of Loading Rate on Deformability and Compressive Strength of Three Thai Sandstones

Fuenkajorn

Kenkhunthod

2010

Geotech Geol Eng

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Uniaxial and triaxial compressive strength tests have been performed using a polyaxial load frame to assess the influence of loading rate on the strength and deformability of three Thai sandstones. The applied axial stresses are controlled at constant rates of 0.001, 0.01, 0.1, 1.0 and 10 MPa/s. The confining pressures are maintained constant at 0, 3, 7 and 12 MPa. The sandstone strengths and elastic moduli tend to increase exponentially with the loading rates. The effects seem to be independent of the confining pressures. An empirical loading rate dependent formulation of both deformability and shear strength is developed for the elastic and isotropic rocks. It is based on the assumption of constant distortional strain energy of the rock at failure under a given mean normal stress. The proposed multiaxial criterion well describes the sandstone strengths within the range of the loading rates used here. It seems reasonable that the derived loading rate dependent equations for deformability and shear strength are transferable to similar brittle isotropic intact rocks.

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“…Fig. 3 Load/displacement-controlled apparatus (from Ishizuka et al 1993) There are also true triaxial testing apparatuses to perform creep tests under true triaxial stress conditions (Serata et al 1968;Adachi et al 1969). The three principal stresses can be controlled independently in such triaxial testing apparatuses.…”

Section: Load/displacement-controlled Apparatusmentioning

confidence: 99%

“…In such circumstances, special care must be taken regarding the ratio of grain size to sample height, which should be less than 0.1. Ishizuka et al 1993) 6 Testing Procedures…”

Section: Preparation and Size Of Samplesmentioning

confidence: 99%

“…On the basis of the experimental results on various rocks by several researchers (Ishizuka et al 1993;Kawakita et al 1981;Masuda et al 1987;Aydan et al 1995), Aydan and Table 4 Linear models r ij ; e kl , and _ e kl are stress, strain, and strain rate tensors, respectively Table 5 Nonlinear models F and G are yield and plastic potential functions, respectively. Indices ''r'' and ''p'' stand for adjectives ''recoverable'' and ''permanent'' respectively suggested methods can be represented in terms of their uniaxial compressive strength (r cs ) and the duration (s) of a short-term experiment by the following function (Aydan and Nawrocki 1998;Aydan and Ulusay 2013):…”

Section: Yield Functionsmentioning

confidence: 99%

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