Observation of Permanent Ground Displacements Induced by Soil Liquefaction

Hamada, Mareomi; Yasuda, Susumu; Isoyama, Ryoji; Emoto, Katsutoshi

doi:10.2208/jscej.1986.376_211

Cited by 47 publications

(11 citation statements)

References 4 publications

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“…Many methods, such as the triangular survey and the global positioning system, have been developed to measure earthquake-induced vertical and horizontal ground displacements over wide areas. The survey method based on comparing aerial photographs taken before and after an earthquake has also been developed by Hamada et al (1986 and to measure the overall ground movements in wide areas. In order to obtain more detailed profiles of the residual post-liquefaction displacements of ground near waterfront and pile foundations with a sufficient accuracy, two methods were proposed by Shamoto et al (1995) and employed at the different places in the Kobe area after the 1995 Hyogoken-Nambu earthquake.…”

Section: Measurements Of Horizontal Residual Post-liquefaction Displamentioning

confidence: 99%

“…Large ground settlements and horizontal displacements has been caused by lateral spreading of liquefied. soil during past earthquakes in ground with inclined surfaces (Seed et al, 1968(Seed et al, , 1973Hamada et al, 1986). The lateral spreading in this situation may be attributed to the existence of initial driving shear stresses in the soils.…”

Section: Introductionmentioning

confidence: 99%

“…The lateral spreading in this situation may be attributed to the existence of initial driving shear stresses in the soils. Empirical and analytical methods have been proposed by Hamada et al (1986) and Towhata et al (1992) as well as other investigators for the purpose of predicting the residual post-liquefaction ground displacements in liquefiable inclined deposits. It has also been recognized that, in level sand deposits with a sufficiently large lateral extent, liquefaction-induced ground displacements are limited to vertical settlements as a result of the reduction in soil volume due to dissipation of seismically-induced excess pore water pressures.…”

Section: Introductionmentioning

confidence: 99%

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Methods for Evaluating Residual Post-Liquefaction Ground Settlement and Horizontal Displacement

Shamoto

Zhang

Tokimatsu

1998

SOILS AND FOUNDATIONS

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During the 1995 Hyogoken-Nambu earthquake, large vertical residual ground settlements and horizontal displacements extensively occurred in liquefied soils behind caisson-type quay walls where lateral movements of the walls towards sea were led by strong seismic shaking. Case studies further show that both significant vertical residual ground settlements and horizontal displacements were also induced by this earthquake in liquefied level sandy ground with a sufficiently large lateral extent where no significant initial shear stresses were present. The mechanism regarding the occurrence of the above phenomena is revealed through new post-liquefaction stress-strain constitutive analysis. Consequently, the residual post-liquefaction ground settlement and horizontal displacement are found to be interdependent of each other, so that neither cannot be determined separately in principle. A new methodology with pragmatic charts is developed for concurrently evaluating the residual post-liquefaction ground settlement and horizontal displacement in liquefiable ground. The prediction results using the proposed method agree with actual observations during the 1995 Hyogoken-Nambu earthquake.

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Section: Measurements Of Horizontal Residual Post-liquefaction Displamentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Methods for Evaluating Residual Post-Liquefaction Ground Settlement and Horizontal Displacement

Shamoto

Zhang

Tokimatsu

1998

SOILS AND FOUNDATIONS

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“…Hamada et al (1986), Tokimatsu and Seed (1987), Ishihara and Yoshimine (1992) , Towhata et al (1992), Bartlett and Youd (1995) established prediction formula of large post-liquefaction deformation based on experimental data and seismic survey results. Yasuda et al (1995) proposed a double line model of stressstrain relationship of sand after liquefaction based on laboratory tests.…”

Section: Introductionmentioning

confidence: 99%

Behavior of large post-liquefaction deformation in saturated Nanjing fine sand

Pan

Chen

Liu

et al. 2011

Earthq. Eng. Eng. Vib.

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Laboratory tests on the large post-liquefaction deformation of saturated Nanjing fi ne sand were performed by using a hollow cylinder apparatus. The stress-strain responses and the characteristics of excess pore water pressure after liquefaction were studied. It was found that the relationship between deviatoric stress and axial strain presented a sigmoid curve, and there was a good linearity relationship between normalized pore water pressure and deviatoric stress. On this basis, a constitutive model of stress-strain responses and a dissipation model of excess pore water pressure were established. It was found that the results predicted by the two models were in good agreement with the experimental data. The infl uence of relative densities and confi ning pressure on the characteristics of liquefi ed soil were studied. The results showed the relative densities and initial effective confi ning pressure all had an important infl uence on the stress-strain responses of liquefi ed saturated Nanjing fi ne sand. However, the dissipation model of excess pore water pressure after liquefaction was only affected by the confi ning pressure.

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“…Hamada et al (1986) showed that the earthquake caused considerable horizontal ‰ow displacement of the revetments along the Shinano River from measurements using aerial photographs taken before and after the earthquake, the horizontal displacement of the revetments in the vicinity of the Showa Bridge towards the center of the river was 8 m, which is extremely large.…”

Section: Introductionmentioning

confidence: 99%

Causes of Showa Bridge Collapse in the 1964 Niigata Earthquake Based on Eyewitness Testimony

Yoshida

Tazoh

Wakamatsu

et al. 2007

Soils and Foundations

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Testimony from eyewitnesses of the Showa Bridge collapse was collected with the objective of pinning down the cause of the collapse. On the basis of this testimony, a chronology of events was established. The bridge collapsed about 70 seconds from the beginning of the earthquake, i.e., long after the strong shock. The liquefaction-induced ‰ow occurred after the collapse of the bridge. By studying these times of occurrence, as well as observed earthquake records, the cause of the Showa Bridge collapse was deduced. The possibility of inertia force in the superstructure and liquefaction-induced ‰ow is low as the main cause of the collapse of the Showa Bridge. There is a high possibility that it was due to increased displacement of the ground in circumstances where pile deformation occurred more easily due to liquefaction.

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Observation of Permanent Ground Displacements Induced by Soil Liquefaction

Cited by 47 publications

References 4 publications

Methods for Evaluating Residual Post-Liquefaction Ground Settlement and Horizontal Displacement

Methods for Evaluating Residual Post-Liquefaction Ground Settlement and Horizontal Displacement

Behavior of large post-liquefaction deformation in saturated Nanjing fine sand

Causes of Showa Bridge Collapse in the 1964 Niigata Earthquake Based on Eyewitness Testimony

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