Prediction of pore water pressure buildup and liquefaction of sands during earthquakes by the Cyclic Strain Method

Dobry, Ricardo; Ladd, Richard S.; Yokel, Felix Y; Chung, Riley M.; Powell, D.J.

doi:10.6028/nbs.bss.138

Cited by 351 publications

(244 citation statements)

References 15 publications

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“…For example, Kramer (1996) in the section of his book on the initiation of liquefaction discusses the cyclic strain approach introduced by Dobry et al (1982) and Dobry and Ladd (1980). He explains that, according to the cyclic strain approach, if γ c < γ tp no excess cyclic pore water pressure will be generated in fully saturated sands and, consequently, liquefaction cannot be initiated.…”

Section: Introductionmentioning

confidence: 99%

“…However, in spite of their relevance, the cyclic threshold shear strains have not been adequately investigated, with the exception of γ tp in fully saturated sands, which was extensively studied in connection with the liquefaction of saturated sandy deposits during earthquakes (e.g., Dobry et al 1982;Dyvik et al 1984). The level of γ td in sands and its relation to cyclic pore water pressure have been investigated in a systematic manner just recently (e.g., Mortezaie 2012;Vucetic and Mortezaie 2015), while γ tp and γ td in clays have been evaluated on a relatively small number of soils (Hsu and Vucetic 2006;Tabata and Vucetic 2010).…”

Section: Introductionmentioning

confidence: 99%

“…The cyclic threshold shear strain concept was introduced by Dobry et al (1982) for sands and it is now recognized as an important concept in soil dynamics. The cyclic threshold shear strain divides two fundamentally different domains of cyclic soil behavior and, consequently, the approach to the solution of a soil dynamics problem often depends on whether the magnitudes of γ c are less than or greater than the cyclic threshold shear strains (e.g., Vucetic 1994a, b;Kramer 1996).…”

Section: Introductionmentioning

confidence: 99%

“…The amplitude γ c below which there is practically no cyclic degradation and above which a noticeable degradation occurs is known as the threshold shear strain for cyclic degradation, γ td (Tabata and Vucetic 2010;Vucetic 1994b). The amplitude γ c below which there is practically no permanent cyclic pore water pressure change with N and above which such a change is clearly noticeable is known as the threshold shear strain for cyclic pore water pressure generation, γ tp (Dobry et al 1982). For the same soil, the magnitudes of γ td and γ tp are usually somewhat different.…”

Section: Introductionmentioning

confidence: 99%

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Threshold Shear Strains for Cyclic Degradation and Cyclic Pore Water Pressure Generation in Two Clays

Mortezaie¹,

Vučetić

2016

J. Geotech. Geoenviron. Eng.

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Cyclic threshold shear strains are fundamental cyclic soil properties that have not been fully investigated. To learn more about the threshold shear strains for cyclic degradation, γ td , and cyclic pore water pressure generation, γ tp , in fully saturated clays, nine multistage cyclic strain-controlled NGI direct simple shear tests are conducted on laboratory-made kaolinite clay (PI ¼ 28) and kaolinite-bentonite clay (PI ¼ 55). Three levels of vertical effective consolidation stress, σ 0 vc (113 kPa, approximately 216 kPa, and approximately 674 kPa); three OCRs (1, 4 and 7.8); and two cyclic loading frequencies, f (0.01 and 0.1 Hz), were applied. In three tests on the normally consolidated (NC) kaolinite clay, γ td varied between 0.012 and 0.014% and γ tp between 0.014 and 0.034%. In two tests on the overconsolidated (OC) kaolinite clay with OCR ¼ 4, γ td was 0.013% and γ tp 0.016 and 0.017%. In two tests on the NC kaolinite-bentonite clay, γ td was 0.013 and 0.016% and γ tp 0.052 and 0.078%. In the test on OC kaolinite-bentonite clay with OCR ¼ 4, γ td was 0.014% and with OCR ¼ 7.8 it was 0.012%. For the same soil γ tp is typically slightly greater than γ td . Clear trends of γ td and γ tp with σ 0 vc , OCR, and f could not be identified given the relatively small number of tests. The results indicate that if these trends exist they are small. The comparison of the above results with those from the literature shows that γ td for six different soils ranges between 0.006 and 0.05% and γ tp for eight soils between 0.014 and 0.1%, and that there is a modest trend of γ td and moderate trend of γ tp increasing with PI.

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Threshold Shear Strains for Cyclic Degradation and Cyclic Pore Water Pressure Generation in Two Clays

Mortezaie¹,

Vučetić

2016

J. Geotech. Geoenviron. Eng.

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“…Seed and Idriss 1971;Seed et al 1975;Idriss and Boulanger 2006) and strain-based (e.g. Dobry et al 1982) approaches, energy-based methods have the strong advantage of accounting for both induced shear stress and strain, thus avoiding the need to decompose the irregular shear stress (or strain) time histories to find an equivalent uniform loading.…”

Section: Introductionmentioning

confidence: 99%

Energy-based evaluation of liquefaction potential under non-uniform cyclic loading

Azeiteiro

Coelho

Taborda

et al. 2017

Soil Dynamics and Earthquake Engineering

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Uniform cyclic loading is commonly used in laboratory tests to evaluate soil resistance to earthquake-induced liquefaction, even if the cyclic stresses induced by earthquakes in the field are highly irregular. This paper discusses the use of stress and energy-based approaches to evaluate the liquefaction resistance of sand under irregular loading. Results of undrained cyclic triaxial tests including a large-amplitude singular peak loading cycle are presented and compared to those obtained using uniform loading. Although samples are subjected to loading patterns which would have been deemed equivalent by conventional stress-based methods, the number of cycles required to trigger liquefaction strongly depends on the amplitude and location of the peak within the loading history.Conversely, a unique relationship exists between the accumulation of dissipated energy per unit volume, computed using stress and strain measurements, and the observed residual pore water pressure build-up for all tests, throughout the entire cyclic loading application. This demonstrates that conventional laboratory tests using uniform loading conditions can be employed to determine liquefaction resistance if their interpretation is carried out based on energy principles.

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Numerical Modeling

Modaressi-Farahmand-Razavi¹

2011

Multiscale Geomechanics

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Prediction of pore water pressure buildup and liquefaction of sands during earthquakes by the Cyclic Strain Method

Cited by 351 publications

References 15 publications

Threshold Shear Strains for Cyclic Degradation and Cyclic Pore Water Pressure Generation in Two Clays

Threshold Shear Strains for Cyclic Degradation and Cyclic Pore Water Pressure Generation in Two Clays

Energy-based evaluation of liquefaction potential under non-uniform cyclic loading

Numerical Modeling

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