Liquefaction Resistance of Clean and Nonplastic Silty Sands Based on Cone Penetration Resistance

Liquefaction of granular soil deposits is one of the major causes of loss resulting from earthquakes. The accuracy in the assessment of the likelihood of liquefaction at a site affects the safety and economy of the design. In this paper, curves of cyclic resistance ratio (CRR) versus cone penetration test (CPT) stress-normalized cone resistance $q_{\mathrm{c1}}$ are developed from a combination of analysis and laboratory testing. The approach consists of two steps: (1) determination of the CRR as a function of relative density from cyclic triaxial tests performed on samples isotropically consolidated to 100 kPa; and (2) estimation of the stress-normalized cone resistance $q_{\mathrm{c1}}$ for the relative densities at which the soil liquefaction tests were performed. A well-tested penetration resistance analysis based on cavity expansion analysis was used to calculate $q_{\mathrm{c1}}$ for the various soil densities. A set of 64 cyclic triaxial tests were performed on specimens of Ottawa sand with nonplastic silt content in the range of 0–15% by weight, and relative densities from loose to dense for each gradation, to establish the relationship of the CRR to the soil state and fines content. The resulting $(\mathrm{CRR}{)}_{7.5}-q_{\mathrm{c1}}$ relationship for clean sand is consistent with widely accepted empirical relationships. The $(\mathrm{CRR}{)}_{7.5}-q_{\mathrm{c1}}$ relationships for the silty sands depend on the relative effect of silt content on the CRR and $q_{\mathrm{c1}}\text{.}$ It is shown that the cone resistance increases at a higher rate with increasing silt content than does liquefaction resistance, shifting the $(\mathrm{CRR}{)}_{7.5}-q_{\mathrm{c1}}$ curves to the right. The $(\mathrm{CRR}{)}_{7.5}-q_{\mathrm{c1}}$ curves proposed for both clean and silty sands are consistent with field observations.