Abstract
This paper refers to cyclic shear strains (γc) and permanent shear strains (γp) of a soft cohesive soil, when both monotonic shear stresses (τo) and cyclic shear stresses (τc) are applied. The research is backed by an extensive experimental program with 139 cyclic simple shear tests that included identification and classification tests. These cyclic simple shear tests were conducted under different levels of stresses, τo, before the cyclic phase. Laboratory tests were carried out on undisturbed samples from the Port of Barcelona, located in Spain on the Mediterranean coast, and characterized by a monotonic strength (τmax) approximately equal to 30% of the initial effective vertical stress (σ′ov). The samples were taken at depths between 29 and 52 m and correspond to an initial effective vertical stress between 277 and 413 kPa, respectively. In general, the results indicate that: (a) the combination of τo and τc controls the generation of γc and γp, (b) it is not always true that when τo/σ′ov + τc/σ′ov ≈ τmax/σ′ov, the soil reaches failure cyclically, and (c) empirical relations useful for design can be established between γc, γp, and the number of cycles (N), for different relationships varying (τo/σ′ov) between 0% and 25%.
Highlights
IntroductionGranular media in a loose state is a high-risk condition and has been studied extensively by researchers throughout the world
Granular media in a loose state is a high-risk condition and has been studied extensively by researchers throughout the world. This cannot be said of research into soft cohesive soils that are subjected to cyclic loading
The influence of the combination of monotonic and cyclic shear stresses on the development of cyclic and permanent strains are investigated in the present paper, but only for the combinations numbered 1 and 3 in Figure 1; these conditions are idealized by the cyclic simple shear test
Summary
Granular media in a loose state is a high-risk condition and has been studied extensively by researchers throughout the world. The influence of the combination of monotonic and cyclic shear stresses on the development of cyclic and permanent strains are investigated in the present paper, but only for the combinations numbered 1 and 3 in Figure 1; these conditions are idealized by the cyclic simple shear test. By Moses and Rao a[18] They provided a practical scheme that enables us to predict whether a silty or clayey potential of silt and clays and proposed an estimate of the equivalent number of uniform cycles that soil is susceptible being affectedofby liquefaction or by cyclic. Boulanger and Idriss [21] developed a procedure to evaluate the potential for cyclic softening in strength and secant deformation modulus of the specimens of mixed clayey soils were comparatively reduced from the pre-cyclic behavior; the reduction level depends on the granular material content, cyclic shear strain level, and effective confining pressure. The research includes an extensive experimental program with 139 cyclic simple shear tests and the methodology for obtaining empirical relations to estimate the cyclic and permanent shear strains
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