Current state of research on flow failure considering void redistribution in liquefied deposits

Excess pore pressure dissipation and solidification after liquefaction of saturated sand deposits

“…The damage may occur concurrently with earthquake shaking, or may continue to accumulate during the longer period of drainage and redistribution of pore pressure after shaking has ceased (e.g., [11,10]). Some researchers have attempted to explain the post-liquefaction delayed failures and found that the existence of low permeability sub-layers within liquefiable soil profile plays a role in such post-liquefaction deformations (e.g., [6,1,14,13,15]). Although there are mechanisms for liquefaction-induced ground deformation suggested by Sento et al [18], Yoshimine et al [25] and Dobry et al [5] among others; the behavior of liquefied ground is basically governed by the response of excess pore pressure.…”

Simulation of liquefied sand by the Lattice Boltzmann method

“…1 [4] geotechnik 37 (2014), Heft 2 soil fines content [5] [6] [7]. A critical comparison of the available empirical methodologies can be found in Gillette [8].…”

“…Change of sea bed cross-section after the 1999 Kocaeli Earthquake at two locations: Degirmendere (top) and Haldere (bottom), after Kokusho [4] Bild 1. Veränderung des Seebodenquerschnitts nach dem Kocaeli-Erdbeben von 1999 an zwei Standorten: Degirmendere (oben) und Haldere (unten), nach Kokusho [4] geotechnik 37 (2014), Heft 2 soil fines content [5] [6] [7]. A critical comparison of the available empirical methodologies can be found in Gillette [8].…”

“…The problem of liquefaction, however, is still an essential element in the stability of tailing dams and river dikes, even in medium seismicity areas. Flow of liquefied soils also occurs along coasts, as observed during the 1999 Kocaeli earthquake [4]: The original seabed, composed of coarse sand and gravel with an inclination of about 5°, failed, resulting in major changes in the terrain geometry, see Fig. 1.…”

“…In general, η is a function of all three invariants of the strain rate tensor ε αβ . In practice, however, it is assumed that η is a function solely of the second invariant of ε αβ , yielding η = η (γ˙) with (4) A general non-linear model is the Herschel-Bulkley model [19]:…”