Eine Plattform für die Wissenschaft: Bauingenieurwesen, Architektur und Urbanistik
Eine Plattform für die Wissenschaft: Bauingenieurwesen, Architektur und Urbanistik
Abstract By applying the Griffith stress criterion of brittle failure, one can find that the uniaxial compressive strength ($ σ_{c} $) of rocks is eight times the value of the uniaxial tensile strength ($ σ_{t} $). The Griffith strength ratio is smaller than what is normally measured for rocks, even with the consideration of crack closure. The reason is that Griffith’s theories address only the initiation of failure. Under tensile conditions, the crack propagation is unstable so that the tensile crack propagation stress ($ σ_{cd} $)t and the peak tensile strength $ σ_{t} $ are almost identical to the tensile crack initiation stress ($ σ_{ci} $)t. On the other hand, the crack growth after crack initiation is stable under a predominantly compressive condition. Additional loading is required in compression to bring the stress from the crack initiation stress $ σ_{ci} $ to the peak strength $ σ_{c} $. It is proposed to estimate the tensile strength of strong brittle rocks from the strength ratio of $$ R = {\frac{{\sigma_{\text{c}} }}{{\left| {\sigma_{\text{t}} } \right|}}} = 8{\frac{{\sigma_{\text{c}} }}{{\sigma_{\text{ci}} }}}. $$ The term $$ {\frac{{\sigma_{\text{c}} }}{{\sigma_{\text{ci}} }}} $$ accounts for the difference of crack growth or propagation in tension and compression in uniaxial compression tests. $$ {\frac{{\sigma_{c} }}{{\sigma_{ci} }}} $$ depends on rock heterogeneity and is larger for coarse grained rocks than for fine grained rocks. $ σ_{ci} $ can be obtained from volumetric strain measurement or acoustic emission (AE) monitoring. With the strength ratio R determined, the tensile strength can be indirectly obtained from $$ \left| {\sigma_{\text{t}} } \right| = {\frac{{\sigma_{\text{c}} }}{R}} = {\frac{{\sigma_{\text{ci}} }}{8}}. $$ It is found that the predicted tensile strengths using this method are in good agreement with test data. Finally, a practical estimate of the Hoek–Brown strength parameter mi is presented and a bi-segmental or multi-segmental representation of the Hoek–Brown strength envelope is suggested for some brittle rocks. In this fashion, the rock strength parameters like $ σ_{t} $ and mi, which require specialty tests such as direct tensile (or Brazilian) and triaxial compression tests for their determination, can be reasonably estimated from uniaxial compression tests.
Abstract By applying the Griffith stress criterion of brittle failure, one can find that the uniaxial compressive strength ($ σ_{c} $) of rocks is eight times the value of the uniaxial tensile strength ($ σ_{t} $). The Griffith strength ratio is smaller than what is normally measured for rocks, even with the consideration of crack closure. The reason is that Griffith’s theories address only the initiation of failure. Under tensile conditions, the crack propagation is unstable so that the tensile crack propagation stress ($ σ_{cd} $)t and the peak tensile strength $ σ_{t} $ are almost identical to the tensile crack initiation stress ($ σ_{ci} $)t. On the other hand, the crack growth after crack initiation is stable under a predominantly compressive condition. Additional loading is required in compression to bring the stress from the crack initiation stress $ σ_{ci} $ to the peak strength $ σ_{c} $. It is proposed to estimate the tensile strength of strong brittle rocks from the strength ratio of $$ R = {\frac{{\sigma_{\text{c}} }}{{\left| {\sigma_{\text{t}} } \right|}}} = 8{\frac{{\sigma_{\text{c}} }}{{\sigma_{\text{ci}} }}}. $$ The term $$ {\frac{{\sigma_{\text{c}} }}{{\sigma_{\text{ci}} }}} $$ accounts for the difference of crack growth or propagation in tension and compression in uniaxial compression tests. $$ {\frac{{\sigma_{c} }}{{\sigma_{ci} }}} $$ depends on rock heterogeneity and is larger for coarse grained rocks than for fine grained rocks. $ σ_{ci} $ can be obtained from volumetric strain measurement or acoustic emission (AE) monitoring. With the strength ratio R determined, the tensile strength can be indirectly obtained from $$ \left| {\sigma_{\text{t}} } \right| = {\frac{{\sigma_{\text{c}} }}{R}} = {\frac{{\sigma_{\text{ci}} }}{8}}. $$ It is found that the predicted tensile strengths using this method are in good agreement with test data. Finally, a practical estimate of the Hoek–Brown strength parameter mi is presented and a bi-segmental or multi-segmental representation of the Hoek–Brown strength envelope is suggested for some brittle rocks. In this fashion, the rock strength parameters like $ σ_{t} $ and mi, which require specialty tests such as direct tensile (or Brazilian) and triaxial compression tests for their determination, can be reasonably estimated from uniaxial compression tests.
Practical Estimates of Tensile Strength and Hoek–Brown Strength Parameter mi of Brittle Rocks
Cai, M. (Autor:in)
2009
Aufsatz (Zeitschrift)
Elektronische Ressource
Englisch
BKL:
38.58
Geomechanik
/
56.20
Ingenieurgeologie, Bodenmechanik
/
38.58$jGeomechanik
/
56.20$jIngenieurgeologie$jBodenmechanik
RVK:
ELIB41
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