Effect of antecedent groundwater conditions on the triggering of static liquefaction landslides

Take, W. Andy; Beddoe, Ryley; Davoodi-Bilesavar, Roya; Phillips, Ryan

doi:10.1007/s10346-014-0496-7

Cited by 51 publications

(11 citation statements)

References 24 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…Flow-like landslides can initiate from excess pore pressure buildup, which can cause fluidization of both plastic and nonplastic soils, particularly when in a loose state (Iverson, 1997;Iverson et al, 1997Iverson et al, , 2000Picarelli et al, 2008). Experiments on artificial slopes (Okura et al, 2002;Take et al, 2004Take et al, , 2014 showed different phases of slope collapse in loose sands, involving compaction and localized generation of excess pore pressures. Numerical works identified a mobility bifurcation at slope scale depending on pore pressure evolution controlled by void ratio and hydraulic conductivity (Iverson & George, 2016).…”

Section: Introductionmentioning

confidence: 99%

Internal Erosion Controls Failure and Runout of Loose Granular Deposits: Evidence From Flume Tests and Implications for Postseismic Slope Healing

Scaringi

et al. 2018

Geophysical Research Letters

View full text Add to dashboard Cite

Landslides in granular soils can be highly hazardous when exhibiting flow‐like behavior. The extensive mass wasting associated with the 2008 Mw = 7.9 Wenchuan earthquake (China) left several cubic kilometers of loose granular material deposited along steep slopes and in low‐order channels. Rainfall‐triggered remobilization of these deposits evolved often into catastrophic flow‐like landslides. Ten years after the earthquake, most of the deposits are still in place but landslide rates have decreased significantly. Internal erosion‐induced grain coarsening is one possible process producing this decrease. Through experiments on loose artificial slopes we demonstrate the major role of the internally erodible small grains in triggering failure and fluidization and producing grain coarsening. Under the same hydraulic boundary, if the erodible fraction is removed or reduced, the loose deposits remain stable or fail without fluidizing. Our results provide an experimental evidence to the patterns of sediment export and debris flows observed in nature after a strong earthquake.

show abstract

Section: Introductionmentioning

confidence: 99%

Internal Erosion Controls Failure and Runout of Loose Granular Deposits: Evidence From Flume Tests and Implications for Postseismic Slope Healing

Scaringi

et al. 2018

Geophysical Research Letters

View full text Add to dashboard Cite

show abstract

“…Static liquefaction is essentially linked to the rise in EPP and the corresponding reduction in the soil effective stress and the soil strength (Askarinejad et al 2015;Eckersley 1990;Take et al 2015). In this study, the change of pore pressure at 7 locations (see Fig.…”

Section: Development Of Epp and Epp Ratios (R U )mentioning

confidence: 69%

Ultimate lateral pressures exerted on buried pipelines by the initiation of submarine landslides

Zhang

Askarinejad

2021

Landslides

View full text Add to dashboard Cite

Submarine slope instabilities are considered one of the major threats for offshore buried pipelines. This paper presents a novel method to evaluate the ultimate pressure acting on a buried pipeline during the liquefaction of an inclined seabed. Small-scale model tests with pipes buried at three different embedment ratios have been conducted at an enhanced centrifugal acceleration condition. A high-speed, high-resolution imaging system was developed to quantify the soil displacement field of the soil body and to visualize the development of the liquefied zone. The measured lateral pressures were compared with the hybrid approach proposed for the landslide–pipeline interaction in clay-rich material by Randolph and White (2012) and Sahdi et al. (2014). The hybrid approach is proved to be able to predict later pressures induced by the movement of (partially) liquefied sand on buried pipelines. It is found that the fluid inertia (fluid dynamics) component plays an important role when the non-Newtonian Reynolds number >~2 or the shear strain rate > 4.5 × 10−2 sec−1.

show abstract

“…Once the slope was exposed to rainfall, seepage flow would have a time scale factor of 1/N 2 in unsaturated soil (Dell'Avanzi et al 2004;Rezzoug et al 2004). However, the velocity of inertial events is the same in the model and prototype, indicating the velocity of a landslide in the model is equivalent to that in the prototype, so the time scale factor for inertial events is 1/N (Taylor 1995;Take et al 2015;Bryant et al 2015). The scale factor conflict between diffusion and inertial processes exists.…”

Section: Centrifuge Modeling Principles and Scaling Lawsmentioning

confidence: 91%

Evaluation of failure of slopes with shaking-induced cracks in response to rainfall

Ueda

Uzuoka

2021

Landslides

View full text Add to dashboard Cite

Centrifuge model tests on slopes subject to shaking and rainfall have been performed to examine the response of slopes with shaking-induced cracks to subsequent rainfall and evaluate the corresponding landslide-triggering mechanisms. The failure pattern of the slope subject to shaking and then rainfall was found different from that of the slope subject to only rainfall. When shaking caused cracks on the slope shoulder and rupture line below, the mobilized soil slid along the slip surface that extended to the rupture line, the main crack became the crown of the undisturbed ground once the slope was subject to a subsequent rain event, and the progression of the landslide was related to the rainfall intensity. During the landslide caused by light rainfall, the main scarp kept exposing itself in the vertically downward direction while the ground behind the main crack in the crack-containing slope remained undisturbed. The detrimental effect of cracks on soil displacement was more evident when the slope was exposed to heavy post-shaking rainfall, resulting in a rapid and massive landslide. Additionally, the volume of displaced material of the landslide, the main scarp area on the upper edge, and the zone of accumulation were larger in the crack-containing slope subject to heavy rainfall, in comparison with those in the crack-free slope. The deformation pattern of slopes with shaking-induced cracks during rainfall was closely related to rainfall intensity and the factor of safety provided a preliminary estimation of slope stability during rainfall. Moreover, even when subjected to the same rainfall, the slopes with antecedent shaking-induced cracks displayed different levels of deformation. The slope that experienced larger shaking had greater deformation under the following rainfall, and the shaking-induced slope deformation also controlled the slip surface location. Finally, the velocity of rainfall-induced landslide could be greatly influenced by the prior shaking event alone. Despite being under light rainfall, the slope that has encountered intense previous shaking exhibited an instant landslide.

show abstract

Effect of antecedent groundwater conditions on the triggering of static liquefaction landslides

Cited by 51 publications

References 24 publications

Internal Erosion Controls Failure and Runout of Loose Granular Deposits: Evidence From Flume Tests and Implications for Postseismic Slope Healing

Internal Erosion Controls Failure and Runout of Loose Granular Deposits: Evidence From Flume Tests and Implications for Postseismic Slope Healing

Ultimate lateral pressures exerted on buried pipelines by the initiation of submarine landslides

Evaluation of failure of slopes with shaking-induced cracks in response to rainfall

Contact Info

Product

Resources

About