Abstract
In this paper the original results of uniaxial cyclic compression test on cohesive soil are presented. The shakedown phenomena in cohesive soil are described. Energy-based method highlights the change of soil material behaviour from plastic shakedown through plastic creep shakedown to incremental collapse. The samples were cyclically loaded under undrained conditions with the constant amplitude of stress in one-way test procedure. In this study the energy-based method was presented as a proper method to categorise response of cohesive soil to cyclic loading in uniaxial conditions. A shakedown criterion factor, SE, was introduced to help understand the shakedown phenomena in cohesive soil. In cohesive soils the absence of a limit between plastic shakedown and plastic creep shakedown was pointed out.
Highlights
The behaviour of the soil under cyclic loading has been studied by many researches recently (Kokusho and Kaneko 2014; Feng et al 2015; Cai et al 2015; Sas et al 2014, 2015)
Energy-based method highlights the change of soil material behaviour from plastic shakedown through plastic creep shakedown to incremental collapse
The results of the experiment were focused on the change of the energy densities during uniaxial cyclic compression loading
Summary
The behaviour of the soil under cyclic loading has been studied by many researches recently (Kokusho and Kaneko 2014; Feng et al 2015; Cai et al 2015; Sas et al 2014, 2015). One of the causes of liquefaction phenomena occurrence is the presence of high frequent cyclic loading which can be forced by traffic, earthquake or machinery vibrations. In opposite to this high frequent loading there exists the slow quasi-static repeated loading excitated by, for instance, soil mass movements (there is no danger of liquefaction) (Zhou and Gong 2001). When it comes to cohesive soil the liquefaction phenomena does not exist. The quasi-static phenomena occurs when harmonic excitation applied on a specimen causes displacement: u 1⁄4 uamplcosðxtÞ with acceleration u€ 1⁄4 Àuamplx2cosðxtÞ, where uamplx2\\g (Danne and Hettler 2015)
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