Settlement of Buildings on Saturated Sand During Earthquakes

Yoshimi, Yoshiaki; Tokimatsu, Kohji

doi:10.3208/sandf1972.17.23

Cited by 145 publications

(53 citation statements)

References 9 publications

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“…In order to compare the results from different tests, normalised settlements (S/D L ) are considered. This normalisation has been previously used to compare field cases of liquefaction-induced foundation settlement (Yoshimi & Tokimatsu, 1977;Liu & Dobry, 1997). Dashti et al (2010) and Bertalot et al (2013) pointed out that the assumption of a linear relationship between the induced settlement and liquefied soil thickness may be misleading for small B/D L ratios.…”

Section: Centrifuge Modellingmentioning

confidence: 99%

“…Observed settlements of such buildings from the Chile earthquake, as well as past events in Niigata (Yoshimi & Tokimatsu, 1977) and Luzon in the Philippines (Adachi et al, 1992;Acacio et al, 2001), are plotted as a function of bearing pressure in Fig. 3.…”

Section: Settlementsmentioning

confidence: 99%

“…It is acknowledged that the thickness of the liquefiable layer was different for different models. Niigata earthquake (Yoshimi & Tokimatsu, 1977) Luzon earthquake (Adachi , 1992) …”

Section: Excess Pore Pressure Generationmentioning

confidence: 99%

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Influence of initial stress distribution on liquefaction-induced settlement of shallow foundations

Bertalot¹,

Brennan²

2015

Geotechnical Earthquake Engineering

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During earthquakes, saturated sandy soils may generate significant excess pore pressures and approach a state of liquefaction. Structures founded on shallow foundations above such soils may consequently undergo large settlements. Recent case history analysis has shown that the stress imposed by the foundation is a key factor in the estimation of such settlements. However, the case history data showed that although increasing bearing pressure caused an increase in settlements as expected, this was only true up to a point, and that very heavy structures appeared to settle less than some lighter structures. This work aims to investigate these counter-intuitive results by means of controlled experimental testing using a geotechnical centrifuge. Results of the centrifuge tests show that the trend derived from case histories is correct and that liquefaction-induced settlements peak for a given bearing stress (90 kPa for the models tested) and reduce for greater applied stresses. Further, by analysis of excess pore pressure distributions beneath the foundations it is shown that the main factor inhibiting pore pressure generation beneath the footings is not so much the confining pressure as the in-situ static shear stress around the edge of the foundation. This is supported by element test data from the literature. When this initial static shear stress is so high that the applied cyclic shear stress cannot exceed it (i.e. the direction of shear stress does not reverse) then pore pressure generation is greatly reduced, thus causing the observed reduction in expected settlements.

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Section: Centrifuge Modellingmentioning

confidence: 99%

Section: Settlementsmentioning

confidence: 99%

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Influence of initial stress distribution on liquefaction-induced settlement of shallow foundations

Bertalot¹,

Brennan²

2015

Geotechnical Earthquake Engineering

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“…However, these criteria cannot directly address the wind turbine problems because of the different structural properties. Quite a lot of model tests, both physically and numerically, were conducted on the similar structures under seismic loading (Yoshimi and Tokimatsu [5], Liu and Dobry [6], Bazeos et al [7], and Chakrabortty et al [8]). The results of those researches may help to understand the behavior of offshore foundations for wind turbines.…”

mentioning

confidence: 99%

Seismic Behavior of Offshore Wind Turbine with Gravity Foundation

Yu¹,

Zeng²

2013

JGRE

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Abstract:The development of offshore wind energy becomes very fast in recent years due to its clean, safe, and high efficiency. However, the issue that quite a few offshore wind farms have been built in seismic active areas raises a great engineering challenge for the selection, design, and seismic evaluation of offshore wind turbine foundations. Earthquake is one of the most critical hazards for offshore wind turbines. The softening of soil due to pore water pressure buildup can sharply reduce the bearing capacity of the foundation, and consequently result in stability failure. The induced strong structural vibration has adverse impact on the normal operation of wind turbine as well as on the efficiency of power generation. In this study, a group of earthquake centrifuge tests was performed on a physical model of a wind turbine with gravity foundation. The seismic behavior of both the structure and the foundation soil was analyzed based on the recorded accelerations, pore water pressures, lateral displacements and settlements. The emphasis was on the interaction between foundation and soil. The results showed that gravity foundation can effectively resist the overturning moment induced by the superstructure. However, it was quite sensitive to the subsoil conditions. The large settlement and tilt in the offshore foundation might affect the performance of a wind turbine.

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“…Yoshimi and Tokimatsu (1977) performed a series of shaking table tests to study the effect of the presence of rigid structures with an impermeable base, on the stability of saturated cohesionless subsoil during earthquake loading. The location of pore pressure transducers in the experiments by Yoshimi and Tokimatsu is shown in Fig.…”

Section: Stability Of Breakwater Systemmentioning

confidence: 99%