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Academic literature on the topic 'Soil liquefaction. Silt'

Author: Grafiati

Published: 4 June 2021

Last updated: 9 February 2022

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Journal articles on the topic "Soil liquefaction. Silt"

1

Wang, Wu Gang, Shu Wang Yan, and Xiao Qiang Liu. "Experimental Research on Liquefaction Behavior of Saturated Silt in Anhui Area." Advanced Materials Research 261-263 (May 2011): 943–46. http://dx.doi.org/10.4028/www.scientific.net/amr.261-263.943.

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The liquefaction for saturated silty foundation can be usually incurred under dynamic loading, such as vehicular loading and earthquakes. The silty soil liquefaction caused by earthquake is mostly the direct reason for the foundation invalidation and the structure collapse. To analyze the liquefaction behavior of saturated silty soil from Anhui Province under high seismic shock, a series of dynamic triaxial tests are carried out under the given density of remolded saturated silt with different confining pressure conditions varying from 1 m to 10 m depth in the laboratory. The increasing law of liquefaction resistance of the remolded saturated silt in Anhui province, dynamic intensity and the process of excess pore pressure are obtained from the dynamic triaxial test research. Meanwhile, the maximum liquefaction depth and the dynamic deformation properties are also illuminated based on dynamic triaxial tests, which can provide scientific data to further make engineering measures preventing the silty foundation from liquefying.

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2

Li, Heng, Zhao Duan, Chenxi Dong, Fasuo Zhao, and Qiyao Wang. "Impact-Induced Liquefaction Mechanism of Sandy Silt at Different Saturations." Advances in Civil Engineering 2021 (March 29, 2021): 1–14. http://dx.doi.org/10.1155/2021/6686339.

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Landslide-induced liquefaction has received extensive attention from scholars in recent years. In the study of loess landslides in the southern Loess Plateau of Jingyang, some scholars have noted the liquefaction of the near-saturated sandy silt layer that is caused by the impact of loess landslides on the erodible terrace. The impact-induced liquefaction triggered by landslides is probably the reason for the long-runout landslides on the near-horizontal terrace. In order to reveal the mechanism of impact-induced liquefaction, this paper investigates the development of pore pressure and the impact-induced liquefaction of sandy silt under the influence of saturation through laboratory experiments, moisture content tests, and vane shear tests. It has been found that both the total pressure and pore water pressure undergo a transient increase and decrease at the moment of impact on the soil, which takes 40–60 ms to complete and only about 20 ms to arrive at the peak. Moreover, silty sand with a saturation of more than 80° was liquefied under the impact, and the liquefaction occurred in the shallow layer of the soil body. The shear strength of the liquefied part of the soil is reduced to 1.7∼2.8 kPa. Soils with lower saturation did not liquefy. The mechanism of the impact-induced liquefaction can be described as follows: under impact, the water in the soil gradually fills the pores of the soil body as the pore size decreases, and when the contact between the soil particles is completely replaced by pore water, the soil body loses its shear strength and reaches a liquefied state. Soils in the liquefied state have a very high permeability coefficient, and the water inside the soil body migrates upward as the particles settle, resulting in high-moisture content in the upper soil.

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3

Lade, Poul V., and Jerry A. Yamamuro. "Evaluation of static liquefaction potential of silty sand slopes." Canadian Geotechnical Journal 48, no. 2 (February 2011): 247–64. http://dx.doi.org/10.1139/t10-063.

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The mechanism of instability in granular soils is explained and its requirement as a forerunner to the liquefaction of level or sloping ground is described. Case histories support the observation that it is silty sands that liquefy under static and a majority of earthquake-induced conditions. Recent experiments show that clean sands do not behave similarly to silty sands. Tests on loose, silty sand indicate a “reverse” behavior with respect to confining pressure and this violates the basic assumption that loose, silty sands behave similarly to loose, clean sands. Strong correlations between fines content, compressibility, and liquefaction potential are often found for these soils. A procedure for the analysis and evaluation of static liquefaction of slopes of fine sand and silt, such as submarine slopes, mine tailings, and spoil heaps, is presented. It involves determination of the region of instability in stress space in which potential liquefaction may be initiated and determination of the state of stress in the slope. A method of finding the state of stress is developed to predict the zone of potential liquefaction in simple slopes. Trigger mechanisms for initiation of instability followed by soil liquefaction are reviewed and mechanisms of soil strengthening are discussed.

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4

Akhila M., Rangaswamy K., and Sankar N. "Liquefaction Susceptibility of Silty Sands and Low Plastic Clay Soils." International Journal of Geotechnical Earthquake Engineering 10, no. 2 (July 2019): 1–17. http://dx.doi.org/10.4018/ijgee.2019070101.

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The present study evaluates the liquefaction susceptibility of non-plastic silty sands and low plastic clay soils at different cyclic stress levels under undrained triaxial loading conditions. Six different types of soil combinations were prepared after blending the silt and clay fractions into the fine sand. Silty sands contain up to 40% non-plastic fines and low plastic clays comprise 10-20% clay fraction. The cylindrical soil specimens were constituted at the medium relative density and isotropically consolidated at 100 kPa pressure. The consolidated specimens were subjected to cyclic stress amplitudes of 0.127, 0.152 and 0.178 using sinusoidal wave loading at a frequency of 1 Hz. Results were presented in terms of pore pressure build-up and axial strain propagation with load cycles, and liquefaction resistance curves. It was found that the non-plastic silty sands and soil mixtures with plasticity indices up to 15 are more susceptible to liquefaction than the fine sands. The criterion on liquefaction susceptibility of low plastic soil mixtures shows that the soil mixtures with plasticity indices up to 15 containing 20% plastic fines exhibit a sand-like behavior and show higher liquefaction susceptibility than fine sands. It is worthy to note that the low plastic soil mixtures with PI ≥ 10 are more resistant to liquefaction than the silty sands (those contain up to 40% non-plastic fines).

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5

Chen, Hui Qin, Hui Ge Wu, and Yong Ping Xie. "Dynamic Experimental Study on Liquefaction Behavior of Saturated Silts." Advanced Materials Research 538-541 (June 2012): 2453–56. http://dx.doi.org/10.4028/www.scientific.net/amr.538-541.2453.

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The liquefaction properties of silt soil which were drilled and sampled from engineering site of Tangshan area in China, were studied and analyzed by DDS-70 computer-controlled Dynamic Triaxial apparatus in this paper. And by recording the curves of dynamic stress and vibration numbers, the resisted liquefaction intensity of saturated silts were analyzed. And the enumerated experimental results of several kinds of soils can apply and guide the engineering practice in Tangshan Area.

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6

Fei-hong, Gu. "Evaluation of Soil Liquefaction in Harbor District in Tianjin City." Open Civil Engineering Journal 10, no. 1 (May 25, 2016): 293–300. http://dx.doi.org/10.2174/1874149501610010293.

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The liquefaction of soils in the harbor district in Tianjin City near Tangshan, where a great earthquake occurred is a very important issue related to the soil’s compaction, grain composition and content of clay particle. This problem has not been fully considered due to the complexity and uncertainty of the soil properties data, since none of the previous investigations has been concerned about the liquefaction characteristics of this new harbor district. The evaluation of soil liquefaction has been made based on related data of the standard penetration test (SPT) from 26 investigation bore holes and 105 sieving tests. The results show that the liquefaction index of silt sand gradually decreases with the increase of the buried depth; soils less than 10.6 m in depth are of bad gradation identically. Soil less than 10.6 m in depth can be defined as liquefied soil which is further verified by sieving tests. Both the buried depth and particle grading have primarily significant influences on silt sands’ liquefaction. The results from sieve tests based on liquefied soils were found to fit well with the Tsuchida curves. It is believed that even without the in-suit SPT tests, Tsuchida boundary curves can be directly utilized to judge the liquefaction of soils in the harbor district.

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7

CHE, AILAN, XIANQI LUO, JINGHUA QI, and DEYONG WANG. "STUDY ON CORRELATION BETWEEN SHEAR WAVE VELOCITY AND GROUND PROPERTIES FOR GROUND LIQUEFACTION INVESTIGATION OF SILTS." International Journal of Modern Physics B 22, no. 31n32 (December 30, 2008): 5705–10. http://dx.doi.org/10.1142/s0217979208051042.

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Shear wave velocity (V s ) of soil is one of the key parameters used in assessment of liquefaction potential of saturated soils in the base with leveled ground surface; determination of shear module of soils used in seismic response analyses. Such parameter can be experimentally obtained from laboratory soil tests and field measurements. Statistical relation of shear wave velocity with soil properties based on the surface wave survey investigation, and resonant column triaxial tests, which are taken from more than 14 sites within the depth of 10 m under ground surface, is obtained in Tianjin (China) area. The relationship between shear wave velocity and the standard penetration test N value (SPT-N value) of silt and clay in the quaternary formation are summarized. It is an important problem to research the effect of shear wave velocity on liquefaction resistance of saturated silts (sandy loams) for evaluating liquefaction resistance. According the results of cyclic triaxial tests, a correlation between liquefaction resistance and shear wave velocity is presented. The results are useful for ground liquefaction investigation and the evaluation of liquefaction resistance.

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Polito, Carmine P., and Erin L. D. Sibley. "Threshold fines content and behavior of sands with nonplastic silts." Canadian Geotechnical Journal 57, no. 3 (March 2020): 462–65. http://dx.doi.org/10.1139/cgj-2018-0698.

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The threshold fines content of a sand with nonplastic fines represents the silt content where the soil transitions from being a sand matrix, with silt particles entirely contained in the voids between the sands, to being a silt matrix that contains isolated sand grains. A laboratory testing program was performed on a series of mixtures of sand and silt, with silt contents ranging from 0% to 45%, to determine if the friction angle, cyclic resistance, and normalized dissipated energy per unit volume required to initiate liquefaction changed based upon the silt content of the soil relative to the threshold fines content. These data were evaluated with respect to whether the silt content of the specimens was below the lower-bound threshold fines content or above the upper-bound threshold fines content. It was determined that soils above the upper-bound threshold fines content had lower friction angles, lower cyclic resistances, and required less normalized dissipated energy per unit volume to initiate liquefaction than soils below the lower-bound threshold fines content. It was also shown that under the larger strains experienced during monotonic testing, the friction angle did not reach a constant value until it was well above the upper-bound limiting silt content.

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Polito, Carmine P., and James R. Martin. "A Reconciliation of the Effects of Non-Plastic Fines on the Liquefaction Resistance of Sands Reported in the Literature." Earthquake Spectra 19, no. 3 (August 2003): 635–51. http://dx.doi.org/10.1193/1.1597878.

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The literature presents several seemingly contradictory reports concerning the effects of non-plastic (i.e., silty) fines content on the liquefaction resistance of sands. These seemingly contradictory trends were reconciled in light of the results of a recent study by the authors that linked cyclic resistance and relative density. It was shown that the trend of decreasing cyclic resistance with increasing silt content reported in the literature could be explained by considering the soil's relative density. The same argument was made for the trend of decreasing and then increasing cyclic resistance with increasing silt content. The concept that cyclic resistance is controlled by the sand skeleton void ratio of the soil was also reconciled with the results of the authors’ previous study. The trend of increasing cyclic resistance (without a corresponding initial decrease) with increasing silt content that has been reported in the literature does not appear to occur in non-plastic silts.

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Du, Guangyin, Changhui Gao, Songyu Liu, Qian Guo, and Tao Luo. "Evaluation Method for the Liquefaction Potential Using the Standard Penetration Test Value Based on the CPTU Soil Behavior Type Index." Advances in Civil Engineering 2019 (March 12, 2019): 1–8. http://dx.doi.org/10.1155/2019/5612857.

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Taking the project of the Su-xin highway treated by using the resonant compaction method as the reference, a new method for the evaluation of liquefaction potential is proposed based on the piezocone penetration test (CPTU) and the standard penetration test (SPT). The soil behavior type index (Ic) obtained from CPTUs and the standard penetration test index (N63.5), obtained from SPTs, are analyzed for saturated silty sand and silt. The analysis result reveals a linear relationship between N63.5 and Ic, given by N63.5=−18.8Ic+52.0. The larger the value of Ic is, the greater the viscosity of soil is, and the smaller the value of N63.5 is. According to the method, liquefaction assessment of saturated silty sand and silt foundation can be conducted by using N63.5 based on the Code of Seismic Design of Building. N63.5 is expressed by a single Ic, which is calculated from the CPTU data. Compared with existing evaluation methods, this method can provide continuous standard penetration test values, moreover, this method involves a simple calculation, and the results obtained using the method are reliable.

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Dissertations / Theses on the topic "Soil liquefaction. Silt"

1

Bradshaw, Aaron S. "Liquefaction potential of non-plastic silts /." View online ; access limited to URI, 2006. http://0-digitalcommons.uri.edu.helin.uri.edu/dissertations/AAI3248224.

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2

Bilge, Habib Tolga. "Cyclic Volumetric And Shear Strain Responses Of Fine-grained Soils." Phd thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/3/12611819/index.pdf.

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Although silt and clay mixtures were mostly considered to be resistant to cyclic loading due to cohesional components of their shear strength, ground failure case histories compiled from fine grained soil profiles after recent earthquakes (e.g. 1994 Northridge, 1999 Adapazari, 1999 Chi-Chi) revealed that the responses of low plasticity silt and clay mixtures are also critical under cyclic loading. Consequently, understanding the cyclic response of these soils has become a recent challenge in geotechnical earthquake engineering practice. While most of the current attention focuses on the assessment of liquefaction susceptibility of fine-grained soils, it is believed that cyclic strain and strength assessments of silt and clay mixtures need to be also studied as part of complementary critical research components. Inspired by these gaps, a comprehensive laboratory testing program was designed. As part of the laboratory testing program 64 stress-controlled cyclic triaxial tests, 59 static strain-controlled consolidated undrained triaxial tests, 17 oedometer, 196 soil classification tests including sieve analyses, hydrometer, and consistency tests were performed. Additionally 116 cyclic triaxial test results were compiled from available literature. Based on this data probability-based semi-empirical models were developed to assess liquefaction susceptibility and cyclic-induced shear strength loss, cyclically-induced maximum shear, post-cyclic volumetric and residual shear strains of silt and clay mixtures. Performance comparisons of the proposed model alternatives were studied, and it is shown that the proposed models follow an unbiased trend and produce superior predictions of the observed laboratory test response. Superiority of the proposed alternative models was proven by relatively smaller model errors (residuals).

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3

Rahardjo, Paulus P. "Evaluation of liquefaction potential of silty sand based on Cone Penetration Test." Diss., Virginia Polytechnic Institute and State University, 1989. http://hdl.handle.net/10919/53844.

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Liquefaction ls a phenomenon where a saturated soil can temporarily lose its shear strength during an earthquake as a result of the development of excess pore pressures. For the past 25 years since Iiquefaction phenomenon was first explained, it was thought to be mainly a problem with clean sand, and most of the research has focused on these soils. However, as case history information has come to light, it has become apparent that silty sands are commonly involved, and in some cases even silts. This has generated a need for knowledge about the response of silty sands and silts under seismic loading. Related to this issue is the question of how best to determine the Iiquefaction resistance of these soils in a practical setting. This research has the objectives of providing an understanding of the behavior of saturated silty sands under seismic loading, and developing a rational basis for the use of the Cone Penetration Test (CPT) to predict Iiquefaction resistance in these materials. The study is primarily experimental, relying on laboratory and field testing and the use of a unique, large scale calibration chamber. The calibration chamber allows the field environment to be duplicated in the laboratory where conditions can be closely controlled and accurately defined. One of the first problems to be overcome in the research was to determine how to prepare specimens of silty sands that would reasonably duplicate field conditions in both the small scale of the conventional laboratory tests, and the large scale of the calibration chamber. Out of four different methods explored, consolidation from a slurry proved to be best. Two silty sands were located which had the desired characteristics for the study. Field work, involving both the Standard Penetration Test (SPT) and CPT was done as part of this investigation. The behavior of the silty sands were determined in the laboratory from monotonic and cyclic loading tests. The test results show that the effect of fines is to reduce the cone penetration resistance, but not to affect the liquefaction resistance. The steady state shear strength of the soils seems to be correlated to the cone tip resistance, however, this correlation shows a higher steady state shear strength than those back figured from case history data. The results were also used to define state parameters for both of the soils tested. The state parameter was found to be a reliable index to the liquefaction potential and further study in this area is recommended.
Ph. D.

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4

Polito, Carmine Paul. "The Effects Of Non-Plastic and Plastic Fines On The Liquefaction Of Sandy Soils." Diss., Virginia Tech, 1999. http://hdl.handle.net/10919/30243.

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The presence of silt and clay particles has long been thought to affect the behavior of a sand under cyclic loading. Unfortunately, a review of studies published in the literature reveals that no clear conclusions can be drawn as to how altering fines content and plasticity actually affects the liquefaction resistance of a sand. In fact, the literature contains what appears to be contradictory evidence. There is a need to clarify the effects of fines content and plasticity on the liquefaction resistance of sandy soils, and to determine methods for accounting for these effects in engineering practice. In order to help answer these questions, a program of research in the form of a laboratory parametric study intended to clarify the effects which varying fines content and plasticity have upon the liquefaction resistance of sandy sands was undertaken. The program of research consisted of a large number of cyclic triaxial tests performed on two sands with varying quantities of plastic and non-plastic fines. The program of research also examined the applicability of plasticity based liquefaction criteria and the effects of fines content and plasticity on pore pressure generation. Lastly, a review of how the findings of this study may affect the manner in which simplified analyses are performed in engineering practice was made. The results of the study performed are used to clarify the effects of non-plastic fines content and resolve the majority of the inconsistencies in the literature. The effects of plastic fines content and fines plasticity are shown to be different than has been previously reported. The validity of plasticity based liquefaction criteria is established, the mechanism responsible for their validity is explained, and a new simplified criteria proposed. The effects of fines content and plasticity on pore pressure generation are discussed, and several recommendations are made for implementing the findings of this study into engineering practice.
Ph. D.

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5

Quimby, Michael James. "Liquefaction Mitigation in Silty Sands Using Stone Columns with Wick Drains." BYU ScholarsArchive, 2009. https://scholarsarchive.byu.edu/etd/2228.

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Stone column treatment is commonly used to mitigate liquefaction hazard in sandy soils. Research and experience indicate that this method is effective for clean sands but that it may not be effective for silts and sands with fines contents greater than 15-20%. An alternative to the stone column method involves supplementing stone column treatment with pre-fabricated vertical wick drains installed prior to the stone columns installation. Although this method is used in practice, there has not been a formal academic study of its effectiveness. This thesis evaluates seven different case histories where wick drains were used and one where wick drains were not used, for comparison purposes. The site locations varied as well as the soil properties and treatment plans. CPT testing was done at 3 sites and SPT testing was performed at the other 5 sites. CPT data were correlated to SPT data to facilitate comparisons. One of the case histories includes a unique study in which three different variations of the stone column treatment were applied at the same site, providing a direct comparison of the effectiveness of each method. A 26% area replacement ratio (Ar) with drains was determined to be more effective overall than a 26% Ar without drains and more effective in increasing low initial blow counts than the 34% Ar without drains. The areas with drains were more likely to exceed the minimum project criteria consistently throughout the site. Significant scatter were observed in the results and probable causes for the scatter are noted. Final blow count coefficients of variation ranged from 28% to 77%. Increased fines contents required increased Ar in order to maintain similar average final blow counts. Site improvements were evaluated separately and collectively. Individual site results were compared to clean sand curves developed by Baez (1995). Sites with average fines contents less than 20% which were improved using drains and an 11-15% Ar treatment were comparable to clean sand sites without drains and with 5-10% Ar. To achieve similar improvement at sites with 40-46% fines necessitated drains and Ar values of 23-26%. Design recommendations are provided.

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Pokharel, Janak. "CYCLIC LOAD RESISTANCE AND DYNAMIC PROPERTIES OF SELECTED SOIL FROM SOUTHERN ILLINOIS USING UNDISTURBED AND REMOLDED SAMPLES." OpenSIUC, 2014. https://opensiuc.lib.siu.edu/theses/1545.

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The liquefaction resistance of undisturbed soil samples collected from a selected location in Carbondale, Southern Illinois was evaluated by conducting cyclic triaxial tests. Index property tests were carried out on the sample for identification and classification of the soil. Cyclic triaxial tests were conducted on undisturbed sample after saturation, undisturbed sample at natural water content and remolded samples prepared by compaction in the lab. The results were used to evaluate the effect of saturation and remolding on liquefaction resistance of the local soil. Effect of effective confining pressure on dynamic properties of soil (Young's Modulus and Damping ratio) was also studied. Forty five stress controlled cyclic triaxial tests were performed. Three different values of initial effective confining pressure (5 psi, 10 psi and 15 psi) were used and cyclic stress ratio was varied from 0.1 to 0.5 in order to apply different cyclic shear stresses. The results show that the cyclic load resistance of soil decreases as a result of remolding. Saturated undisturbed samples show increase in resistance to liquefaction with increase in initial confining pressure. Remolded samples were prepared by compaction in the lab keeping unit weight and water content equal to that of undisturbed samples. Remolded samples show increase in liquefaction resistance with increase in confining pressure. Undisturbed samples at natural water content show increase in resistance to develop axial strain with increase in confining pressure. Both the rate of excess pressure development and axial strain development increase significantly as a result of remolding. While investigating the effect of saturation of undisturbed samples on liquefaction resistance of soil, interesting observations were made. The excess pressure buildup rate was faster in case of saturated undisturbed samples compared to that in samples with natural water content. On the other hand, rate of strain development was significantly high in case of sample with natural water content compared to that in saturated sample. Also, results obtained from cyclic triaxial tests on saturated undisturbed samples were compared with results obtained from similar tests on Ottawa Sand (Lama 2014) sample. The comparison shows that the saturated undisturbed soil samples of the selected local soil have very high resistance to liquefaction both in terms of initial liquefaction and development of 2.5% and 5% axial strain. Modulus of Elasticity and damping ratio were studied as important dynamic properties of soil. Young's Modulus was observed to decrease significantly at higher strain levels for all three types of samples. Young's modulus increased with increase in effective confining pressure, the effect of confining pressure being large at low strain level and almost insignificant at higher strain level. Damping ratio was highest in undisturbed sample at natural water content and smallest in remolded sample and damping ratio for saturated undisturbed sample falls in between. The damping ratio did not show any definite correlation with strain and confining pressure at lower strain level. But, for strain higher than 1% double amplitude axial strain, damping ratio significantly decreases with increase in strain. Damping ratio increases with increase in confining pressure as observed at high strain for all samples.

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7

Chen-HaoLin and 林辰澔. "Investigating the Soil Liquefaction Resistance of Silt Using Different Remolded Methods." Thesis, 2019. http://ndltd.ncl.edu.tw/handle/pdyxph.

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8

Chen, Jui-Yung, and 陳瑞永. "Liquefaction assessment of the soil stratum with a thin silt layer." Thesis, 2010. http://ndltd.ncl.edu.tw/handle/40047485674453612196.

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碩士
國立中央大學
土木工程研究所
98
In this study, an effective stress based three dimensional finite element model is adopted to investigate the ground motion of a sandy deposits with a thin silt intra-layer at various depths. The nonlinearity of soil is assumed to follow the Cap model, and the pore pressure model based on Cap model, developed by Pacheco, is adopted to simulate the built-up of the pore pressure. The conclusion drawn from this studies are as follow: (a) the thin silt intra-layer in the sand deposit can reduce the extent of liquefaction and the surface settlement; (b) liquefaction occurs only in the sand beneath the thin silt layers near the surface. The ratio of the excess pore water pressure is larger than one in the sand just beneath the silt layer; (c) for the deeper thin silt intra-layer, liquefaction occurs not only in the sand beneath the thin silt layers but also in the sand near the surface; (d) the sand deposits with shallower thin silt intra-layer is danger.

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9

Tong, L., J. Zhang, K. Sun, Yakun Guo, J. Zheng, and D. Jeng. "Experimental study on soil response and wave attenuation in a silt bed." 2018. http://hdl.handle.net/10454/15723.

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Yes
When ocean waves propagate over porous seabed, they cause variations of the pore pressure within seabed, leading to the possible wave attenuation and soil liquefaction. In order to advance and improve our understanding of the process of wave-induced seabed liquefaction and its impact on wave propagation, systematical experiments are carried out in a wave flume with a soil basin filled with silt. Both the pore pressures and water surface elevations are measured simultaneously, while the seabed liquefaction is videotaped using a high-speed camera. Laboratory measurements show that the pore pressure in surface layer mainly oscillates over time, while the wave period averaged pore pressure has little change. In the deep layer, however, the wave period averaged value of the pore pressure builds up dramatically. The results show that the wave height decreases rapidly along the direction of wave propagation when seabed liquefaction occurs. Such a wave attenuation is greatly enhanced when the liquefaction depth further increases. The experiments also demonstrate that the conditions (wave height and wave period) of incident waves have significant impacts on the wave-induced pore pressures, liquefaction depth and wave attenuation in a silt bed.
National Natural Science Foundation of China (Grant No. 51479053), the 111 Project (Grant No. B12032), the marine renewable energy research project of State Oceanic Administration (GHME2015GC01), the Fundamental Research Funds for the Central University, China (Grant No. 2013B31614), the Colleges and Universities in Jiangsu Province Plans to Graduate Research and Innovation (Grant No. B1504708), and Open Foundation of State Key Laboratory of Hydrology-Water Resources and Hydraulic Engineering, Hohai University (Grant No: 2016491011).

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10

Sunitsakul, Jutha. "Dynamic behavior of silty soils." Thesis, 2004. http://hdl.handle.net/1957/29005.

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The cyclic resistance of predominantly fine-grained soils has received considerable attention following ground and foundation failures at sites underlain by silt-rich soils during recent earthquakes. In several cases substantial ground deformation and reduced bearing capacity of silt soils has been attributed to excess pore pressure generation during cyclic loading. These field case studies are significant due to the occurrence of liquefaction related phenomena in soils that would be characterized as not susceptible to liquefaction using current geotechnical screening criteria. The most widely used of these criteria, the "Chinese Criteria" and its derivatives, are based solely on soil composition and they are essentially diagnostic tools that categorize the soil in a binary fashion as either liquefiable or non-liquefiable. The most significant limitations of these screening tools are that they fail to account for the characteristics of the cyclic loading. This investigation was undertaken to elucidate the potential for strain development in silts during cyclic loading, and to develop a practice-oriented procedure for evaluating the seismic performance of silts as a function of material properties, in situ stresses, and the characteristics of the cyclic loading. This dissertation presents the results of a multi-faceted investigation of the potential for seismically induced pore pressures and large strain development in silt soils. The primary focus of the research was on the synthesis of laboratory testing results on fine grained soils. Laboratory data from cyclic tests performed at Oregon State University and other universities formed the basis for enhanced screening criteria for potentially liquefiable silts. This data was supplemented with field data from sites at which excess pore pressure generation, liquefaction, and/or ground failures were observed during recent earthquakes. This investigation specifically addressed the behavior of silts during loading in cyclic triaxial tests due to the relative abundance of data obtained for this test. The data was used in conjunction with standard geotechnical index tests to enhance an existing energy based procedure for estimating excess pore pressure generation in silts. This pore pressure model can be used with the uncoupled, stress-based methods for estimating the post-cyclic loading volumetric strain developed in this investigation. The energy-based excess pore pressure model and empirical volumetric strain relationship were used to calibrate for applications involving silt soils a nonlinear, effective stress model for dynamic soil response (SUMDES). The SUMDES model was employed, along with the equivalent linear total stress model SHAKE, to estimate excess pore pressures generated at un-instrumented field sites that have exhibited evidence of liquefaction during recent earthquakes. A comparison of the SUMDES and SHAKE results highlighted the limitations of the latter model for simulating dynamic soil response at various levels of shaking and pore pressure response. The results of the SUMDES modeling at several well documented case study sites are presented in this dissertation. These comparisons are valuable for demonstrating the uncertainties associated with modeling of the effective stress behavior of silt during seismic loading.
Graduation date: 2005

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Books on the topic "Soil liquefaction. Silt"

1

Shamsher, Prakash, Dakoulas Panos, American Society of Civil Engineers. Geotechnical Engineering Division., and ASCE National Convention (1994 : Atlanta, Ga.), eds. Ground failures under seismic conditions: Proceedings of the sessions sponsored by the Geotechnical Engineering Division of the American Society of Civil Engineers in conjunction with the ASCE National Convention in Atlanta, Georgia, October 9-13, 1994. New York: ASCE, 1994.

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Prakash, Shamsher. Ground Failures Under Seismic Conditions: Proceedings of the Sessions Sponsored by the Geotechnical Engineering Division of the American Society of (Geotechnical Special Publication). American Society of Civil Engineers, 1994.

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Book chapters on the topic "Soil liquefaction. Silt"

1

Wang, Shuying. "Liquefaction Characteristics of Low-plasticity Fine-Grained Soil." In Monotonic, Cyclic and Postcyclic Shear Behavior of Low-plasticity Silt, 59–79. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-10-7083-9_4.

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Touijrate, Soukaina, Khadija Baba, Mohamed Ahatri, and Lahcen Bahi. "The Liquefaction Potential of Sandy Silt Layers Using the Correlation Between Penetrometer Test and SPT Test." In Dynamic Soil-Structure Interaction for Sustainable Infrastructures, 8–26. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-030-01920-4_2.

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Wang, Chi-Yuen, and Michael Manga. "Liquefaction." In Lecture Notes in Earth System Sciences, 301–21. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-64308-9_11.

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AbstractLiquefaction of the ground during earthquakes has long been documented and has drawn much attention from earthquake engineers because of its devastation to engineered structures. In this chapter we review a few of the best studied field cases and summarize insights from extensive experimental data critical for understanding the interaction between earthquakes and liquefaction. Despite the progress made in the last few decades, several outstanding problems remain unanswered. One is the mechanism for liquefaction beyond the near field, which has been abundantly documented in the field. This is not well understood because, according to laboratory data, liquefaction should occur only in the near field where the seismic energy density is great enough to cause undrained consolidation leading up to liquefaction. Another outstanding question is the dependence of liquefaction on the frequency of the seismic waves, where the current results from the field and laboratory studies are in conflict. Finally, while in most cases the liquefied sediments are sand or silty sand, well-graded gravel has increasingly been witnessed to liquefy during earthquakes and is not simply the result of entrainment by liquified sand. It is challenging to explain how pore pressure could build up in gravely soils and be maintained at a level high enough to cause liquefaction.

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Somwanshi, Amit, Sandeep Ghan, and Manoj Tipnis. "Dynamic Compaction of Sandy and Silty Soils Near Delhi for Liquefaction Mitigation." In Lecture Notes in Civil Engineering, 167–75. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-1831-4_15.

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Wei, Xiao, Yi Guo, Jun Yang, and Chang-Bao Guo. "Liquefaction Characteristics of Four Ya-An Low-Plastic Silty Sands with Presence of Initial Static Shear Stress." In Proceedings of GeoShanghai 2018 International Conference: Advances in Soil Dynamics and Foundation Engineering, 62–69. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0131-5_7.

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Dyvik, R., and K. Høeg. "Comparison of tests on undisturbed and reconstituted silt and silty sand." In Physics and Mechanics of Soil Liquefaction, 159–67. Routledge, 2018. http://dx.doi.org/10.1201/9780203743317-14.

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Karakan, Eyyüb, and Selim Altun. "Determination of the Cyclic Properties of Silty Sands." In Advances in Civil and Industrial Engineering, 416–45. IGI Global, 2018. http://dx.doi.org/10.4018/978-1-5225-2709-1.ch012.

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Liquefaction may be triggered by cyclic loading on saturated silty sands, which is responsible of severe geotechnical problems. Development of excess pore water pressure in soil results in a liquid-like behavior and may be the reason of unavoidable superstructural damage. In this study, in order to investigate the behavior of saturated silty sands exposed to cyclic loading under undrained conditions, a systematic testing program of stress-controlled cyclic triaxial tests was performed on specimens of different silt contents, under different loading conditions and environment. The effect of parameters such as silt content on the liquefaction behavior of specimens was studied. Pore water pressure and shear strain curves were obtained for the silty sands. Furthermore, the boundaries existing in the literature on sands are compared with the results current research, on silty sands. Conclusively, the outcomes of this study were useful to develop insight into the behavior of clean and silty sands under seismic loading conditions.

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Hyde, A., T. Higuchi, and K. Yasuhara. "Cyclic failure of low plasticity silt." In Cyclic Behaviour of Soils and Liquefaction Phenomena, 137–46. Taylor & Francis, 2004. http://dx.doi.org/10.1201/9781439833452.ch17.

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Yang, S., R. Sandven, and L. Grande. "Cyclic behavior of sand-silt mixtures." In Cyclic Behaviour of Soils and Liquefaction Phenomena, 269–74. Taylor & Francis, 2004. http://dx.doi.org/10.1201/9781439833452.ch34.

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Yamamuro, Jerry A., Kelly M. Covert, and Poul V. Lade. "Static and cyclic liquefaction of silty sands." In Physics and Mechanics of Soil Liquefaction, 55–65. Routledge, 2018. http://dx.doi.org/10.1201/9780203743317-5.

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Conference papers on the topic "Soil liquefaction. Silt"

1

Lee, Sang Hoon, and Kwang Hoon Yoo. "Analysis and Evaluation of the Liquefaction on Layered Soil." In 10th International Conference on Nuclear Engineering. ASMEDC, 2002. http://dx.doi.org/10.1115/icone10-22251.

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Liquefaction potential on the specific site of nuclear power plant is analyzed and reviewed. The layered site for this study consists of silt and sand. Based on the limited available soil data, maximum shear strength at critical locations using Seed & Idriss method and computer program SHAKE is calculated, and liquefaction potential is reviewed. As seismic input motion used for the assessment of liquefaction, the artificial time history compatible with the US NRC Regulatory Guide 1.60 is used. Assessment results of the liquefaction are validated by analyzing to the other typical soil foundations which can show the effects on the foundation depth and soil data.

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Zhang, Huanqiang, and Xiaohui Xiang. "Liquefaction and Settlement Analysis of Silt Soil Foundation in High Earthquake Intensity Region." In 2016 International Forum on Energy, Environment and Sustainable Development. Paris, France: Atlantis Press, 2016. http://dx.doi.org/10.2991/ifeesd-16.2016.43.

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Mohr, Henning, Scott Draper, and David White. "Free Field Sediment Mobility on Australia’s North West Shelf." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-11490.

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Under cyclonic conditions, sediment on the North West Shelf (NWS) of Australia may become mobile in shallow water due to classical sediment transport or local liquefaction, and this can affect, for example, the on-bottom stability of subsea pipelines. In this paper, three calcareous sediments sampled from the NWS are analysed, together with realistic metocean data, to illustrate this potential for sediment mobility on the NWS. Specifically, experiments are performed in a recirculating flume (known as an O-Tube) to measure the erosional behaviour and an additional series of experiments are performed using a shaking table, on which each of the sediments have been liquefied and excess pore pressure measurements recorded to back calculate the consolidation coefficient. Soil characterisation data, threshold velocity measurements and shaking table results have then combined to illustrate the potential for sediment mobility for each of the NWS sediments. Best practice models are used to calculate wave and current combined shear stress at the seabed and excess pore pressure accumulation. We find that for these sediments, freshly deposited in laboratory samples, mobility due to sediment transport or liquefaction is very likely in cyclonic conditions on the NWS. Liquefaction is most likely for loosely packed silt, whilst sediment transport is most likely for sand. However, we also show that in more extreme cyclonic conditions there are a subset of sediments that can become mobile due to both sediment transport and liquefaction.

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Yu, Yueqian, Guohui Xu, Xin Wang, Huixin Liu, and Qingpeng Zhao. "Experimental Study on Influences of Wave Height on Liquefaction Depth of Silty Soil Bed." In ASME 2010 29th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2010. http://dx.doi.org/10.1115/omae2010-20770.

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Storm waves tend to cause seabed liquefaction by exerting strong cyclic loads on the seabed of the Yellow River Delta. In order to study influences of different wave heights on liquefaction depth of the soil bed, silty soil taken from the Yellow River Delta is used to prepare a soil bed for flume experiments and local parts of superficial soil layer were disturbed by hand. The weakened soil tended to liquefy and slide under wave actions and the liquefaction depth increased with the increasing of wave height. Based on the experimental results, an empirical relationship was proposed between liquefaction depth of silty soil bed and wave height under experimental conditions.

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Izadi, Ali M., Ronaldo Luna, and Richard W. Stephenson. "Liquefaction Behavior of Mississippi River Silts." In Geotechnical Earthquake Engineering and Soil Dynamics Congress IV. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40975(318)93.

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Amini, Zahra A., and Aurelian C. Trandafir. "Post-Liquefaction Shear Behavior of Bonneville Silty-Sand." In Geotechnical Earthquake Engineering and Soil Dynamics Congress IV. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40975(318)95.

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Liu, Huixin, Guohui Xu, Qingpeng Zhao, Xin Wang, and Yueqian Yu. "Experimental Study on Strength Weakening of Silty Soil of Subaqueous Yellow River Delta Under Cyclic Loadings." In ASME 2010 29th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2010. http://dx.doi.org/10.1115/omae2010-20769.

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Silty soil seabed of Yellow River Delta is prone to sliding and liquefaction, which usually leads to geological hazards including landslides of seabed and failures of marine structures. The failure of silty soil is closely correlated with its strength change induced by wave actions. In this paper, silty soil samples of various clay contents were prepared, and cyclic triaxial experiments modeling wave actions were carried out on the samples to study the relationship between cyclic shear stress and number of cycles of silty soil taken from Subaqueous Yellow River Delta. Research results indicated that there existed a critical value in the cyclic stress exerting on the soil; the cyclic stress could cause failure of soil only when it’s value was higher than that of the critical stress; in this paper, critical cyclic stress ratio was defined as Kcr = ((σd+σ1)/σ3)cr, where Kcr is critical cyclic stress ratio, σd is axial pressure, σ1 is cyclic stress, σ3 is confining pressure. For the sake of the safety of design and construction of marine engineering structures, 1.30 was taken as the critical cyclic stress ratio of remolded silty soil in the Yellow River Delta, and 1.40 as that of the undisturbed silty soil. Also the results show that the dynamic strength weakening of silty soil followed the rule of power function attenuation. In addition, cyclic loading vibration experiments in a soil tank were carried out to study the weakening law of shear strength and penetration resistance with the variation of oscillation times.

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Amoroso, Sara, Kyle M. Rollins, Cameron Lusvardi, Paola Monaco, and Giuliano Milana. "Blast-Induced Liquefaction Results at the Silty-Sand Site of Mirabello, Emilia Romagna Region, Italy." In Geotechnical Earthquake Engineering and Soil Dynamics V. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481455.010.

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Thevanayagam, S., and W. Jia. "Electro-Osmotic Grouting for Liquefaction Mitigation in Silty Soils." In Third International Conference on Grouting and Ground Treatment. Reston, VA: American Society of Civil Engineers, 2003. http://dx.doi.org/10.1061/40663(2003)127.

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Kanagalingam, T., and S. Thevanayagam. "Energy Dissipation and Liquefaction Assessment in Sands and Silty Soils." In GeoCongress 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40803(187)198.

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