Standard Penetration Tests and Soil Liquefaction Potential Evaluation

Tatsuoka, Fumio; Iwasaki, Toshio; Tokida, Ken-ichi; Yasuda, Susumu; Hirose, Makoto; Imai, Tsuneo; Konno, Masashi

doi:10.3208/sandf1972.20.4_95

Cited by 63 publications

(12 citation statements)

References 9 publications

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“…For in situ tests, SPT and CPT are used and for laboratory tests Cyclic Triaxial is employed. Tatsuoka et al [33] used SPT data for evaluating liquefaction potential in Japan. Tokimatsu and Yoshimi [34] presented empirical correlation of soil liquefaction based on SPT N-value and fines content.…”

Section: Cl-nlmentioning

confidence: 99%

Liquefaction Potential of Roorkee Region Using Field and Laboratory Tests

Muley

Maheshwari

Paul

2015

Int. J. of Geosynth. and Ground Eng.

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Before taking up the ground improvement of a site, assessment of liquefaction potential of a region is very important. This also helps in seismic microzonation of the area. It can be rationally performed if the data of site (using either field tests or laboratory tests) are available. The aim of the present study is to evaluate liquefaction potential of Roorkee (India) region. For this purpose the liquefaction resistance of the soil, within the radius of 30 km of Roorkee, was evaluated using two different approaches. First is the field approach based on standard penetration test (SPT) N-Value and second is the laboratory approach employing mean grain size distribution (D 50 ). Investigation was carried out at five different locations by conducting SPT tests and collecting soil samples at regular interval. The cyclic shear stress due to earthquake loading was examined using simplified method as well as using ground response analysis. The factor of safety against liquefaction was evaluated at different depths for all the sites using both field and laboratory data. It was found that the factor of safety against the liquefaction using field approach is marginally greater than that using the laboratory approach for all the sites. Also the factor of safety using ground response analysis is significantly smaller than that using simplified method. Thus it was concluded that use of simplified method may not be adequate.

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Section: Cl-nlmentioning

confidence: 99%

Liquefaction Potential of Roorkee Region Using Field and Laboratory Tests

Muley

Maheshwari

Paul

2015

Int. J. of Geosynth. and Ground Eng.

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“…To determine the severity of liquefaction for the entire depth, all the computed F L 's in a borehole need to be synthesized (Tatsuoka et al 1980;Iwasaki et al 1982 Sonmez and Gokceoglu 2005;Papathanassiou 2008). This study considers a commonly adopted technique proposed by Iwasaki et al (1982) that defines the liquefaction potential index, P L , as an integration of the depth-weighted factor of safety with the depth.…”

Section: Liquefaction Potential and Post-liquefaction Settlement Analmentioning

confidence: 99%

Liquefaction potential and post-liquefaction settlement evaluations of the Chuoshui River Alluvial Fan in Taiwan

Chang

Kuo

Hsu

et al. 2011

Bull Eng Geol Environ

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The paper discusses the results of liquefaction potential and post-liquefaction settlement evaluations of the Chuoshui River Alluvial Fan (CRAF), the largest fan-delta in Taiwan. In 1999, the Chi-chi Earthquake (M W = 7.6) caused significant liquefaction damage in several locations in the CRAF. The paper reviews the hydrological and geological setting of the area and considers two earthquake scenarios: the 1999 Chi-chi Earthquake and the design earthquake suggested by the National Center for Research on Earthquake Engineering of Taiwan. The results indicate the analysis methods adopted were generally accurate in predicting the liquefaction incidents which occurred because of the 1999 Chi-chi Earthquake. They also suggest the entire lower fan and some of the mid-fan areas where offshore industrial parks and major traffic arteries are located would be in serious danger under the designed earthquake condition, potentially affecting some 1.16 million inhabitants.

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“…It is found that the values are relatively similar down to a depth of about 5 metres and then show some diŠerences further down. Herein, in order to estimate the liquefaction resistance of the soil, the empirical formulae proposed by Tatsuoka et al (1980) were adopted. From the records of ground surface accelerations observed at a non-liqueˆed site in Sakai-Minato, the maximum ground surface acceleration was assumed in the present study to be as low as a max ＝ 300 Gal at Takenouchi Industrial Complex.…”

Section: Takenouchi Industrial Complexmentioning

confidence: 99%

“…It is found that at the two locations of SW-1 and SW-2, the values are relatively similar down to a full depth of about 7 metres, where the relatively stiŠ layer was encountered and the penetration tests were stopped. The liquefaction resistance of the soil was then estimated based on the empirical formulae proposed by Tatsuoka et al (1980). From the records of ground surface accelerations observed at a non-liqueˆed site in Kashiwazaki, the maximum ground surface acceleration was assumed in the present study to be as high as amax＝700 Gal at Kashiwazaki Regional Sewage Centre.…”

Section: Kashiwazaki Regional Sewage Centrementioning

confidence: 99%