A laboratory study on the undrained strength of a silty sand from Central Western Taiwan

Huang, Y. T.; Huang, An-Bin; Kuo, Yu-Chen; Tsai, Ming-Dou

doi:10.1016/j.soildyn.2004.06.013

Cited by 126 publications

(51 citation statements)

References 7 publications

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“…The q? s is comparable to those of Mai Liao soil (Huang et al, 2004) with similar mineral content and origin.…”

Section: Monotonic Triaxial Shearing Testssupporting

confidence: 72%

“…The majority of the sand deposit in this region was relatively compressible and had signiˆcant amounts of low to medium plasticˆnes (Huang et al, 1999(Huang et al, , 2004. When performing back analysis of sand liquefaction potential in this region, the selection of eld test method, its cyclic resistance ratio (CRR) correlation and the associatedˆnes content corrections could lead to signiˆcantly diŠerent results (Huang et al, 2003(Huang et al, , 2005, under the framework of simpliˆed liquefaction potential assessment procedure (Youd et al, 2001).…”

Section: Introductionmentioning

confidence: 99%

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Undisturbed Sampling and Laboratory Shearing Tests on a Sand with Various Fines Contents

Huang

2007

Soils and Foundations

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The eŠects of plastic or non-plasticˆnes on the static and cyclic strength of sand have been a subject of laboratory studies for many decades. These studies have not lead to a concensus as to howˆnes can aŠect the behavior of sand. Earlier studies have mostly been limited to tests on reconstituted specimens. Some of the controversies stem from the concerns that reconstituted specimens may not be able to duplicate the soil fabric in theˆeld. The authors used Laval sampler to retrieve high quality samples with a wide range ofˆnes contents in Central Western Taiwan. A test site was developed in Yuan Lin Township where standard penetration test (SPT), seismic piezocone (SCPTU) andˆeld shear wave velocity (Vs) measurements were performed in addition to Laval sampling. A series of monotonic and cyclic triaxial tests with Vs measurements were conducted on natural and reconstituted Yuan Lin Soil (YLS) specimens withˆnes contents ranging from 18 to 89z. While the study conˆrmed some of the earlierˆndings which indicated thatˆnes tend to weaken the soil specimens, the results also showed that the eŠects ofˆnes may be exaggerated according to tests on reconstituted specimens.

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“…The q? s is comparable to those of Mai Liao soil (Huang et al, 2004) with similar mineral content and origin.…”

Section: Monotonic Triaxial Shearing Testssupporting

confidence: 72%

Section: Introductionmentioning

confidence: 99%

Undisturbed Sampling and Laboratory Shearing Tests on a Sand with Various Fines Contents

Huang

2007

Soils and Foundations

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“…For instance, when keeping constant void ratio it has been found that liquefaction resistance decreases as ines rise (e.g., [38][39][40][41][42]). If relative density is held constant used for comparison, liquefaction resistance grows with the addition of ines (e.g., [40,[42][43][44]).…”

Section: Ll < 35%mentioning

confidence: 99%

“…After washing and drying, both sand and ines were thoroughly mixed together, varying the amount of ines from 0 to 80%. Dry pluviation was chosen for practical purposes since it does not overestimate the cyclic resistance [46], and some tests by Huang et al [39] proved that dry deposition samples with ines content up to 30% shows uniformity. This procedure consists of pouring dry sand with a funnel with a ixed inner diameter and a constant height of fall, in this case 5 cm (AP-5 cm).…”

Section: Hollow Torsional Shear Tests Conducted On Sand Containing Nomentioning

confidence: 99%

New Insight in Liquefaction After Recent Earthquakes: Chile, New Zealand and Japan

Alberto-Hernandez¹,

Towhata²

2017

Earthquakes - Tectonics, Hazard and Risk Mitigation

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Liquefaction has proved to be one of the major geotechnical issues caused by earthquakes. It is one of the most costly phenomena and has afected several cities around the world. Although the topic has been studied since the 1960s, new questions are emerging. The earthquakes of Chile in 2010, New Zealand in 2010 and 2011, and Japan in 2011 had in common not only being some of the largest earthquakes of this decade but also having a problem of extensive liquefaction. Although most seismic codes have provisions against liquefaction, there are still some misconceptions regarding the characteristics of soil susceptibility and the efect of repeated liquefaction. This chapter introduces a detailed report of the damage caused by liquefaction in the cities afected by those earthquakes and also highlights observations in liqueied areas that were unexpected.Advanced geotechnical testing was conducted and compiled to compare them with previous assessment criteria and observations. A more comprehensive framework for the evaluation of liquefaction susceptibility and countermeasures will be presented and a roadmap of future work in the area will be described.

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“…Liquefactions of clayey sands subjected to cyclic loading were reported in oŠshore sites (e.g., Tjelta et al, 1988) and near-shore reclaimed sites (Ishihara et al, 1981). Recently, many liqueˆed sites in central-west Taiwan during the 1998 ChiChi earthquake contain signiˆcant portions of silty and clayeyˆnes (Huang et al, 2004). To properly evaluate the liquefaction resistances of clayey sands, understanding the eŠects of clay content in clayey sands under undrained cyclic loading is warranted.…”

Section: Introductionmentioning

confidence: 99%

Effects of Clay Content on Liquefaction Characteristics of Gap-Graded Clayey Sands

Chang

Hong

2008

Soils and Foundations

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A laboratory study on the undrained strength of a silty sand from Central Western Taiwan

Cited by 126 publications

References 7 publications

Undisturbed Sampling and Laboratory Shearing Tests on a Sand with Various Fines Contents

Undisturbed Sampling and Laboratory Shearing Tests on a Sand with Various Fines Contents

New Insight in Liquefaction After Recent Earthquakes: Chile, New Zealand and Japan

Effects of Clay Content on Liquefaction Characteristics of Gap-Graded Clayey Sands

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