Abstract
ABSTRACTThis paper presents a probabilistic analysis to compute the probability density function of the bearing capacity of a strip footing resting on a spatially varying rock mass. The rock is assumed to follow the generalised Hoek–Brown failure criterion. The uniaxial compressive strength of the intact rock (σc) was considered as a random field and the geological strength index was modelled as a random variable. The uncertainty propagation methodology employed in the analysis is the sparse polynomial chaos expansion. A global sensitivity analysis based on Sobol indices was performed. Some numerical results were presented and discussed.
Highlights
The analysis and design of a strip footing resting on a rock mass obeying Hoek-Brown (HB) failure criterion are generally based on deterministic approaches
Mao et al (2012) have modeled these four parameters as random variables and have performed a probabilistic analysis of the ultimate bearing capacity of foundations. These authors have shown that the variability of the ultimate bearing capacity is mainly due to the uniaxial compressive strength of the intact rock and the geological strength index (GSI)
The results show that for very large values of the autocorrelation distance, the variability of the ultimate bearing capacity is mainly due to ıc
Summary
The analysis and design of a strip footing resting on a rock mass obeying Hoek-Brown (HB) failure criterion are generally based on deterministic approaches. The rock mass is assumed to follow the generalized HB failure criterion (Hoek and Brown, 1980; Hoek et al, 2002) This criterion is characterized by four parameters (i) the geological strength index (GSI), (ii) the uniaxial compressive strength of the intact rock (ıc), (iii) the intact rock material constant (mi) and (iv) the disturbance coefficient (D). Mao et al (2012) have modeled these four parameters as random variables and have performed a probabilistic analysis of the ultimate bearing capacity of foundations These authors have shown that the variability of the ultimate bearing capacity is mainly due to the uniaxial compressive strength of the intact rock (ıc) and the geological strength index (GSI). It cannot be modeled as a random field and will be treated as a random variable
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