Abstract
Rock resistant coefficient is a key parameter in rock engineering and can reflect the resistance of surrounding rocks. According to the load-structure method, there are many different formulas in the determination of rock resistant coefficient using elasticity or plasticity theory. Based on the generalized Hoek-Brown failure criterion, this paper develops a closed-form formula for calculating the rock resistant coefficient. The sensibility of different parameters on the rock resistant coefficient is also analyzed. The fact shows that the formula is sensitive to a , σ c , and K d comparing with m b and s especially when they are in a low value, laying a foundation for the determination of rock resistant coefficient in similar lining tunnels.
Highlights
Geomaterials have an inherent ability of resisting load, and the ability can be quantified by a coefficient named as subgrade reaction coefficient in soil mechanics or rock resistant coefficient in rock mechanics
For the Hoek-Brown failure criterion, the minimum of the dilation parameter is Kd = 1 corresponding to a nondilating rock, while the maximum practical value is assumed to be equal to Kdassoc which corresponding to the associated plasticity at r = R0, the expression is given by Brown et al (1983) [17]
Rock resistant coefficient is a key parameter in the design of underground structures
Summary
Geomaterials have an inherent ability of resisting load, and the ability can be quantified by a coefficient named as subgrade reaction coefficient in soil mechanics or rock resistant coefficient in rock mechanics. Zhu et al (2011) proposed a formula for calculating rock resistant coefficient based on SMP failure criteria [10]. Brown (1980) pointed out that the most commonly used criteria may not be valid for many types of rock, for a jointed rock mass [11], For such rock, the Hoek-Brown failure criterion has been proved to be more suitable. For this consideration, an analytical solution of calculating the rock resistant coefficient with the generalized Hoek-Brown failure criterion is proposed in this paper
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