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

Chang, Win−Jin; Hong, Ming Lin

doi:10.3208/sandf.48.101

Cited by 51 publications

(9 citation statements)

References 20 publications

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“…Various techniques such as moist tamping, dry or moist pluviation, air pluviation and dry funnel deposition on sample preparations of sandy soil on triaxial test to measure soil behaviour have been presented by previous researchers (examples; [23]; [24]; [22]; [5]; [25]). Moist or wet tamping technique is the most popular technique applied for sample preparation as used by past researchers such as [26]; [27]; [28]; [29]. Through this technique, the homogeneous of the sample can be produced ( [17]; [25]; [30]).…”

Section: Table 1 Sand and Kaolin Composition In Sand Mixturesmentioning

confidence: 99%

Influence of Grain Sizes on Undrained Strength of Sand Mixtures

Othman¹,

Marto²,

Pakir³

et al. 2019

IJITEE

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Sand is known as the main material in land reclamation works to develop and widen an area. It is important for the Geotechnical Engineer to ensure the sand used can accommodate the burden imposed from the structures to be built on it. Previous researchers have conducted studies on the strength of sand, whether focusing on the sand itself or with the presence of fines. However, the study of sand grain size effects in sand mixtures in affecting sand behavior is extremely limited. The sizes and angularity of the sand particle are believed to contribute to the behavior of sand mixtures soil. Hence, the study to investigate the effect of sand grain size on sand mixtures in term of undrained strength is being carried out. The sand was sieved to coarse sand, medium sand and fine sand then each size was mixed with kaolin at 0 %, 20 % and 40 %. The undrained strength was obtained from triaxial test on undrained condition. As a result, it is found that the maximum deviator stress, qmax increases with the decrease of fines (kaolin) content. On the other hand, at the same fines content, increased of sand size leads to the increased of qmax, which means the increased of undrained shear strength. In addition, the angular shape of sand particle was thought to contribute to the high value of undrained shear strength for the sand mixtures.

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Section: Table 1 Sand and Kaolin Composition In Sand Mixturesmentioning

confidence: 99%

Influence of Grain Sizes on Undrained Strength of Sand Mixtures

Othman¹,

Marto²,

Pakir³

et al. 2019

IJITEE

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“…현장시험을 통한 평가법의 경우 Seed and Idriss (1971)가 최초 현장시험 결과를 토대로 지반의 액상화 저항강도(CRR) 평가법을 제시한 이후로, 다양한 연구자들이 지속적인 연구 를 통해 지속적으로 경험식을 수정하였다 (Seed, 1979;Seed et al, 1985;Youd and Idriss, 2001;Boulanger and Idriss, 2014). 반면, Kramer (1996) 와 Vucetic et al (1998)은 반복직 접단순전단시험을 통해 지진으로 인해 발생하는 횡방향 응력 조건을 보다 정확하게 모사할 수 있음을 제시하였으며, 여러 연구자들이 영향 인자를 선정하여, 각 인자들이 액상화 저항 강도에 미치는 영향을 확인하였다 (Vaid and Sivathayalan, 1996;Chang and Hong, 2008;Mortezaie and Vucetic, 2013). 일반적으로 정현파 형태의 하중을 반복 재하하는 방식으로 반복직접단순전단시험을 수행하였으며, Mortezaie and Vucetic (2013)은 진동수와 유효구속응력이 증가함에 따라 과잉간극 수압이 감소한다고 제시하였다.…”

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“…Vaid and Sivathayalan (1996) 은 모래의 액상화 저항 강도에 대한 상대 밀도와 유효구속응 력의 변화가 미치는 영향을 발표하였다. Chang and Hong (2008) (Cho et al, 2006;Cherif Taiba et al, 2018;Yoshimura and Ogawa, 1993). 본 연구에서 는 Yoshimura and Ogawa (1993) (Seed et al, 1985).…”

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Liquefaction Characteristics of Sands Based on Cyclic Direct Simple Shear Test

Hwang¹,

Kwak²,

Kim³

et al. 2020

J. Korean Soc. Hazard Mitig

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In this study, a series of cyclic direct simple shear tests were conducted on Pohang sand, Jumunjin sand, and Ottawa sand. The cyclic resistance ratio (CRR) was derived on the basis of the test results obtained. For verification of the effect of particle distribution on liquefaction resistance, the simplified method for evaluation of the possibility of liquefaction was used to assess these sands. The test results showed that the cyclic resistance ratio of Pohang sand was the lowest, which was consistent with the result of the simplified evaluation method for determining the possibility of liquefaction. In addition, the results showed that the liquefaction resistance increased for particle shapes being more angular than round. Normalization was subsequently applied to minimize the effects of the different factors, and the correlation between the CRR<sub>N=10</sub> normalization curve and the CRR<sub>N=15</sub> normalization curve was confirmed.

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“…In cyclic simple shear apparatus equipped with triaxial cell chamber, the shear load cell can be mounted either inside (Boulanger et al 1993;Biscontin 2001) or outside (Chang and Hong 2008) the cell chamber. Biscontin (2001) reported that even though the shear load cell was placed inside the cell chamber, frictional and inertial loads that were not applied to the soil specimen were also recorded.…”

Section: Friction Testmentioning

confidence: 99%

“…The friction load in cyclic simple shear apparatus ranges from2.2N to 14N. Chang and Hong (2008) _________ 14…”

Section: Friction Testmentioning

confidence: 99%

Cyclic simple shear properties of unsaturated residual soils

Chin¹

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In Singapore, two thirds o f the land area is underlain by residual soils. One distinct characteristic o f residual soils is its unsaturated nature. The relationships o f shear modulus and damping ratio with shear strain for residual soils may differ from transported soils and have not been fully investigated. This study aims to investigate shear stiffness and damping ratio properties o f residual soils under cyclic simple shear loading in both saturated and unsaturated conditions.To date, there is no standard for cyclic simple shear test. Two commercial NGI-type cyclic simple shear apparatuses were evaluated using a "standard" sand, Ottawa 20-30. The evaluation revealed that there was a rocking movement on the top platen experienced by both apparatuses. As a result o f rocking, the shear modulus below shear strain o f 0.03% was much lower than that reported in the literature, and thus a cut-off shear strain for the cyclic simple shear apparatuses was suggested to be 0.03%. For a stiffer sand specimen tested, the rocking became more significant, resulting in lower shear modulus at shear strains ranging from 0.03% to 0.1%. A correction factor based on actual horizontal displacement ratio, Rδ , was proposed to correct the shear modulus. In addition, the evaluation also found that there was friction load and friction energy in the cyclic simple shear apparatuses. The friction load was corrected for shear modulus determination following the suggestion by ASTM D6528-07 (2007). A detailed correction procedure on friction energy was described for damping ratio determination. If the friction energy was left uncorrected, the damping ratio o f the soil with shear strain will not follow an orderly trend.Unsaturated soil specimens for cyclic simple shear tests were prepared using the pressure plate apparatus. To eliminate uncertainty with regards to the equilibrium matric suction, the equilibrium time o f soil specimens in the pressure plate test was investigated. Independent matric suction measurement using a high suction tensiometer was performed during the equilibrium process. Corrected rates o f gravimetric water content change o f 0.15 %/day and o f 0.08 %/day were suggested vi

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

Cited by 51 publications

References 20 publications

Influence of Grain Sizes on Undrained Strength of Sand Mixtures

Influence of Grain Sizes on Undrained Strength of Sand Mixtures

Liquefaction Characteristics of Sands Based on Cyclic Direct Simple Shear Test

Cyclic simple shear properties of unsaturated residual soils

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