Liquefaction of the Ground During the 1978 Miyagiken-Oki Earthquake

Tohno, Ikuo; Yasuda, Susumu

doi:10.3208/sandf1972.21.3_18

Cited by 34 publications

(4 citation statements)

References 4 publications

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“…Place Sources Characteristics of liquefied soils 1907 Wachusett (U.S) (Olson, Stark, Walton, & Castro, 2000) Approximately 5-10% silt 1964 Niigata (Japan) (Kishida, 1969) 70% fines and 10% of clay fraction 1968 Tokachi (Japan) (Tohno & Yasuda, 1981) 90% fines and 18% of clay fraction 1974 Alberta (Canada) (Plewes, O'Neil, McRoberts, & Chan, 1989) Static Liquefaction (10-15% fines content)…”

Section: Yearmentioning

confidence: 99%

Liquefaction potential sand-silt mixtures under static loading

Bensoula

Missoum

Bendani

2018

rdlc

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As a part of an ongoing research program on the mechanical instability of granular soils in our laboratory, defined contents of sand and silt in soil mixtures are studied through the triaxial apparatus, full range of initial relative density states (loose, medium and dense) are experimented and analyzed. In this work, the investigated soil is collected from different depths of Kharouba coastal region in the province of Mostaganem (Lat: 35.96° N; Long: 0.1° E). It consists mainly of sand with a low percentage fraction of non-plastic silt, below 30%. The coastal region of Mostaganem (Kharouba) is very close to the harbor and it experiences a significant seismic activity, then it would be very susceptible to the phenomenon of liquefaction under static or dynamic loads, hence the importance and relevance of this study which introduces the identification parameters of this instability due to liquefaction. Undrained triaxial tests under monotonic loading are carried out in the laboratory on saturated reconstituted samples. These results are presented and analyzed. New parameters for assessing the influence of fines content and density state on the behavior of heterogeneous soils (sand-silt) will be introduced to the liquefaction. New correlations expressing the undrained critical shear with these new parameters will be deducted for full range of initial relative density (loose, medium and dense) for design purpose.

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Section: Yearmentioning

confidence: 99%

Liquefaction potential sand-silt mixtures under static loading

Bensoula

Missoum

Bendani

2018

rdlc

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“…The upper bound of FC is poorly defined although most documented failures are found in sediments with FC between 5% and 35%. Silts and sands with fines content greater than 35% are therefore considered less prone to liquefaction although liquefaction events in cohesive sediments with up to 48% [ Miura et al , 1995], 70% [ Kishida , 1969] and even 90% [ Tohno and Yasuda , 1981] fines have been reported from documented case studies in Japan. In Norway liquefaction in clays has been studied experimentally [ Andersen et al , 1980; VanEekelen and Potts , 1978].…”

Section: Introductionmentioning

confidence: 99%

Induced liquefaction experiment in relatively dense, clay‐rich sand deposits

Hatzor¹,

Gvirtzman²,

Wainshtein³

et al. 2009

J. Geophys. Res.

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[1] In this paper we report results from a controlled blast-induced liquefaction experiment at the field scale. The physical and mechanical properties of the materials at the subsurface are characterized by a suite of in situ and laboratory tests, including the Standard Penetration Test (SPT); downhole and cross-hole seismic velocity tests; density, porosity, and gradation tests; and direct shear tests. Since the blast experiment was performed above groundwater table, the subsurface was saturated by a sequence of controlled infiltration tests. A 50-kg TNT charge was detonated at a depth of 10 m, and seismic ground motions were recorded in a vertical geophone array positioned at a horizontal distance of 30 m from the blast borehole. Obtained liquefaction features include a water fountain that erupted from the blast borehole, prolonged bubbling of the water surface inside the infiltration trench (a process equivalent to ''sand boils'' typically observed at sites which have experienced liquefaction), lateral spreading, and surface settlement. We argue that in contrast to conventional predictions, liquefaction may be induced in relatively dense silty and clayey sands (shear wave velocity >300 m s À1 ; relative density = 63-89%) relatively rich in clays (fines content >30%) and that the driving mechanism should not necessarily be restricted to cyclic shear stress loading.

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“…An example of failure due to the reduction of the bearing capacity of the foundation under dynamic loading has been observed during the Miyagihen-Oki earthquake of magnitude 7.8 (June 12, 1979), northeast Sendai, Japan. During the seismic event, there were bearing-capacity failures of several oil-storage tank foundations attributed to excessive settlements (Tono and Yasuda, 1981). Drabkin et al (1996) and François et al (2010) have shown that the repeated load with small magnitude as compared to static load still can lead to significant accumulation of plastic deformation, leading to failures.…”

Section: Introductionmentioning

confidence: 99%

Implementing Dynamic Boundary Conditions with the Material Point Method

Chinh

Acosta²,

Hicks³

2022

Challenges and Innovations in Geomechanics

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This master thesis was written as a completion of my Master track in Geo-Engineering at Delft University of Technology. During my time as a Master student, I have not only gained solid theoretical background in civil engineering, but also firmly developed my mentality to evaluate and solve encountered problems as an engineer.I have had the opportunity to explore many interesting and challenging topics, but working with numerical analyses, especially the material point method, was and still is extremely exciting for me. From the first day I started my thesis to the end, I was fascinated by all the ideas and equations that together form the basis of the method. The journey has taught me the value of staying ambitious with my work and persevering through all the mistakes I made and the ideas that did not work out. I have enjoyed it till the very last bit.It is impossible for me to finish the thesis without the presence of my supervisors. I want to thank Professor Michael Hicks for your patience and time to guide me whenever I needed. I would like to thank Professor Phil Vardon for your valuable comments, for always pushing me to my full potential. Of course, I could never neglect to thank Dr. León González for always being on my side. I treasure every online meeting we had, and every moment we discussed the work at the university. Finally I would like to thank Professor Federico Pisanò, for your productive feedback during our meetings. Last but not least, from the depth of my heart, I cannot describe how grateful I am to have been your student. Thank you for everything.To my beloved friends, our dinners and meetings have given me energy and love that I will never forget. We may be separated, but your voices will echo in my heart forever. To my parents, family and my sweetheart, you have always been my cornerstones, unconditionally, through thick and thin.

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Liquefaction of the Ground During the 1978 Miyagiken-Oki Earthquake

Cited by 34 publications

References 4 publications

Liquefaction potential sand-silt mixtures under static loading

Liquefaction potential sand-silt mixtures under static loading

Induced liquefaction experiment in relatively dense, clay‐rich sand deposits

Implementing Dynamic Boundary Conditions with the Material Point Method

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