The Effect of Fines on Critical State and Liquefaction Resistance Characteristics of Non-Plastic Silty Sands

Papadopoulou, Anthi; Tika, Theodora

doi:10.3208/sandf.48.713

Cited by 145 publications

(35 citation statements)

References 18 publications

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“…Similar results are also observed for the sand-bentonite mixtures, shown in Figure 6(b). These results are in good agreement with the results obtained by other researchers [14][15][16]. In this study, the lowest CSL belonged to 25 % kaolin content for sand-kaolin mixtures and 20 % fines content for sand-bentonite mixtures.…”

Section: Figure 5 Critical Stress Ratio Of Sand Matrix Soils At Varisupporting

confidence: 83%

“…However, the CSL developed by Naeini and Baziar [13] in the compression space shows a different trend, the CSL moves downward as the fines content increases to about 35 % and then moves upward again. The results of other researchers [14][15][16] also showed similar trends. However, the transition point (lowest value) varies ranging from 10 % to 35 % fines.…”

Section: Introductionsupporting

confidence: 76%

“…The range of the values of M, λ and Γ are from 0.807 to 1.102, from 0.062 to 0.160 and from 1.732 to 2.431, respectively. Comparing the critical state parameters values from the results of previous researchers shown earlier in Table 1, it can be seen that the M values obtained from the sand matrix soils in this study are much smaller than the results obtained by Papadopoulou and Tika [16] but are quite similar to the findings of Naeemifar and Yasrobi [12]. This is because the material tested by Papadopoulou and Tika [16] was sandsilt mixtures while the material tested by Naeemifar and Yasrobi [12] was clayey sand.…”

Section: Figure 5 Critical Stress Ratio Of Sand Matrix Soils At Varicontrasting

confidence: 38%

“…Comparing the critical state parameters values from the results of previous researchers shown earlier in Table 1, it can be seen that the M values obtained from the sand matrix soils in this study are much smaller than the results obtained by Papadopoulou and Tika [16] but are quite similar to the findings of Naeemifar and Yasrobi [12]. This is because the material tested by Papadopoulou and Tika [16] was sandsilt mixtures while the material tested by Naeemifar and Yasrobi [12] was clayey sand. Silt has the tendency to behave as sand which contributes to higher values of M. For the λ, it seemed that the values obtained from this study are quite similar to the findings of Jefferies and Been [9] who studied on Merriespuit gold tailings and a little bit higher than the values obtained by Abedi and Yasrobi [11] who studied on sand-fines mixtures.…”

Section: Figure 5 Critical Stress Ratio Of Sand Matrix Soils At Varicontrasting

confidence: 38%

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Effect of fines content on critical state parameters of sand matrix soils

Marto¹,

Tan

Makhtar³

et al. 2016

AIP Conference Proceedings

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Abstract. Natural sand does always contain significant amounts of fine particles, known as sand matrix soils. The development of critical state for sand and clay are both well established. However, limited researchers focused on the sand matrix soils. This paper discusses the effect of fines content on the critical state parameters of sand matrix soils. Two types of plastic fines with different plasticity (kaolin and bentonite) were mixed into poorly graded Johor clean sand at different percentages to form the sand matrix soils. The critical state was obtained from the strain controlled triaxial compression test. All tested soils had been isotropically consolidated to four different effective confining pressures and sheared under consolidated undrained condition until the critical state was ascertained. The critical state line was plotted for each sand matrix soils on space and compression spaces. Based on linear regression analysis, the critical state parameters, M, λ and Γ were obtained and the ranges are from 0.807 to 1.102, 0.062 to 0.160 and 1.732 to 2.431, respectively. The trend of the critical state lines of sand matrix soils in both stress and compression space coincides with the concept of threshold fines content. The threshold fines content identified for sand-kaolin mixtures is 25 % kaolin while it is 20 % bentonite for sandbentonite mixtures.

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Section: Figure 5 Critical Stress Ratio Of Sand Matrix Soils At Varisupporting

confidence: 83%

Section: Introductionsupporting

confidence: 76%

Section: Figure 5 Critical Stress Ratio Of Sand Matrix Soils At Varicontrasting

confidence: 38%

Section: Figure 5 Critical Stress Ratio Of Sand Matrix Soils At Varicontrasting

confidence: 38%

See 2 more Smart Citations

Effect of fines content on critical state parameters of sand matrix soils

Marto¹,

Tan

Makhtar³

et al. 2016

AIP Conference Proceedings

View full text Add to dashboard Cite

show abstract

“…The steady state strength of en- gineering interest to evaluate the liquefaction-induced ‰ow failure is typically on the order of 10 kPa (Hanzawa, 1980;Ishihara et al, 1990a). Although the steady state of sand is unaŠected by the initial conˆning stress, it is very sensitive to theˆnes content and void ratio (Papadopoulou and Tika, 2008). In the case of Masado, a decomposed granite used for reclamation in the Kobe port, the steady state strength can be about 10 kPa at a void ratio as low as e＝0.4 (Ishihara et al, 1998; Tsukamoto et al, 1998).…”

Section: Liquefaction-induced Flow Failurementioning

confidence: 99%

Soils and Foundations During Earthquakes

Iai

Ichii

2010

Soils and Foundations

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This paper provides an overview of the modern understanding of the behavior of soils and foundations during an earthquake based on the papers published in Soils and Foundations over the lastˆfty years. The most fundamental issues in geotechnical earthquake engineering are the non-linearity of soil under cyclic loading and its implications on the seismic performance of geotechnical structures. The non-linearity of granular materials is essentially anisotropic, whereas the linear or equivalent linear model often used in conventional practices is isotropic. The non-linearity of dry soil is characterized by the diŠerence between the peak and residual strengths, and the increased awareness of the implications of this diŠerence over time has allowed for the development of a generalized methodology for evaluating active earth pressures. The non-linearity of saturated soil under undrained cyclic shear diŠers fundamentally from that of dry soil, with saturated soil capable of mobilizing 100z of the shear strain in the double amplitude. The cyclic behavior of saturated soil under initial shear is typical of most seismic behaviors of geotechnical structures, including embankments, caisson quay walls, and underground structures. The liquefaction-induced ‰ow failure of geotechnical structures is associated with the steady state of sand in the order of 10 kPa. However, the challenge in the coming decades will be to evaluate the combined eŠects due to cyclic loading and the steady state. Moreover, the eŠects of pore water migration are signiˆcant in the case of highly permeable geotechnical materials when evaluating settlement of the ground or addressing inter-layered structures of clay and sand. Although current research is elucidating the mechanics of partially saturated sands, the new challenge is to understand combined hazards, such as a combination of earthquake motions and tsunamis. Thus, new approaches and technologies need to be developed.

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Instability of binary mixtures subjected to constant shear drained stress path: Insight from macro and micro perspective

Yan,

Liu,

Zhao

2024

Num Anal Meth Geomechanics

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Loose granular materials may also exhibit instability behaviors similar to liquefaction under drained conditions, commonly referred to as diffuse instability, which can be studied through constant shear drained (CSD) tests. So far, the research on CSD in binary mixtures is still insufficient. Therefore, a series of numerical tests using the discrete element method (DEM) were conducted on binary mixtures under CSD path. The possible model of instability is categorized into type I and type II, type I instability occurs prior to reaching the critical state line (CSL), whereas type II instability occurs after exceeding the CSL. The study analyzes the macroscopic instability behavior and the impact of fine content (FC) on macroscopic instability behavior. The numerical results show that as FC increases, the slope of the instability line (IL) increases initially and then falls in the p‐q plane. In the e‐p plane, the IL decreases initially and then ascends. The instability type of the binary mixtures is influenced not only by relative density but also by FC. The stability index increased first and then decreased with the increase of FC. The microscopic origin of binary mixtures instability is explored by investigating the fabric‐stress relationship. The collapse of the weak contact sub‐network triggers the specimen instability, while the strong contact sub‐network dictates the difficulty of achieving instability. FC influences the evolution of fabric anisotropy of the strong and weak contact networks, thereby controlling the macroscopic instability behavior of binary mixtures.

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The Effect of Fines on Critical State and Liquefaction Resistance Characteristics of Non-Plastic Silty Sands

Cited by 145 publications

References 18 publications

Effect of fines content on critical state parameters of sand matrix soils

Effect of fines content on critical state parameters of sand matrix soils

Soils and Foundations During Earthquakes

Instability of binary mixtures subjected to constant shear drained stress path: Insight from macro and micro perspective

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