Статті в журналах: "Behavior of silty sand"

1

Monkul, Mehmet Murat, and Jerry A. Yamamuro. "Influence of silt size and content on liquefaction behavior of sands." Canadian Geotechnical Journal 48, no. 6 (June 2011): 931–42. http://dx.doi.org/10.1139/t11-001.

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This study investigates the fines content influence on liquefaction potential of a single base sand mixed with three different essentially nonplastic silts through strain-controlled monotonic undrained triaxial compression tests. Confining stress (30 kPa) and deposition method (dry funnel deposition) were kept the same, while fines content was varied, to solely focus on how different silts and their contents influence the undrained response of the sand under comparable conditions. It was found that if the mean grain diameter ratio (D50-sand/d50-silt) of the sand grains to silt grains is sufficiently small, the liquefaction potential of the sand increases steadily with increasing fines content for the studied range (0%–20%). As D50-sand/d50-silt increases, the liquefaction potential of the silty sand might actually be less than the liquefaction potential of the clean sand. Test results also revealed that commonly used comparison bases (i.e., void ratio, intergranular void ratio, relative density) are not sufficient for assessing the influence of fines on liquefaction potential of silty sands. Finally, relative size of the silt grains should also be considered in geotechnical engineering practice in addition to content and plasticity of fines to characterize the influence of silt on liquefaction potential of sands.

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2

Huang, An-Bin, Huai-Houh Hsu, and Jia-Wei Chang. "The behavior of a compressible silty fine sand." Canadian Geotechnical Journal 36, no. 1 (August 8, 1999): 88–101. http://dx.doi.org/10.1139/t98-090.

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Publications associated with sands are often limited to clean (i.e., little fines content), uniform, uncemented silica or quartz sand. On the other hand, the importance of mineral content, particle shapes, as well as gradation to the behavior of sand has long been recognized. Although systematic studies of sands other than clean quartz sand have been limited, there is increasing attention being paid to sands with an appreciable fines content. Because of a major construction project, extensive field and laboratory experiments were performed on a silty fine sand from Mai-Liao, which is located on the central west coast of Taiwan. Results show that Mai-Liao Sand (MLS), a silty sand, can be significantly more compressible than clean quartz sand under static load. The particles of MLS have moderate strength, and significant crushing can be induced by triaxial shearing. As a result, MLS has low dilatancy and a relatively small range of peak friction angles. Cone penetration tests in MLS were conducted in a calibration chamber. Analyses of the data indicate that interpreting cone tip resistance in MLS using methods developed based on clean quartz sand without considering the differences of compressibility can be unrealistic. This paper documents results of the experimental studies on MLS.Key words: silty fine sand, strength, dilatancy, compressibility, crushing, in situ test.

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3

Erten, D., and M. H. Maher. "Cyclic undrained behavior of silty sand." Soil Dynamics and Earthquake Engineering 14, no. 2 (January 1995): 115–23. http://dx.doi.org/10.1016/0267-7261(94)00035-f.

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4

Dahl, Karina R., Jason T. DeJong, Ross W. Boulanger, Robert Pyke, and Douglas Wahl. "Characterization of an alluvial silt and clay deposit for monotonic, cyclic, and post-cyclic behavior." Canadian Geotechnical Journal 51, no. 4 (April 2014): 432–40. http://dx.doi.org/10.1139/cgj-2013-0057.

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This paper presents a detailed characterization of the monotonic, cyclic, and post-cyclic behavior of two strata within a recent Holocene alluvial deposit of silty sand, sandy silt, silt, and clay. Stratum A is composed predominantly of very soft clay and very loose silt with plasticity indices ranging from 5 to 27, whereas stratum B is composed predominantly of very loose silty sand and sandy silt with plasticity indices ranging from 0 to 10. Characterization included in situ testing, undisturbed soil sampling and laboratory testing, and a field surcharge test section. Consolidation tests and monotonic, cyclic, and post-cyclic direct simple shear tests were used to evaluate the effects of varying the consolidation stress, consolidation stress history, and initial static shear stress ratio. The field and laboratory test data show distinct differences in behavior between the two soil strata, which can be related to their different index test characteristics. These results are compared with their respective behaviors predicted using common engineering correlations. The field and laboratory test data summarized herein contribute to the database and understanding of the monotonic, cyclic, and post-cyclic behaviors of low-plasticity fine-grained soils.

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5

Arif, Syed Mohd. "Influence of Coal Ash on Strength Behavior of Silty Sand." Journal of Advanced Research In Civil and Environmental Engineering 04, no. 04 (December 29, 2017): 6–11. http://dx.doi.org/10.24321/2393.8307.201703.

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6

Zhang, Shi Min, and Gang Wei. "A Destructive Field Study on the Behavior of Pile under Ten." Advanced Materials Research 163-167 (December 2010): 4524–28. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.4524.

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This paper involves a destructive full-scale load test on long bored pile instrumented with strain gauges along the shaft. The load-displacement response, the distribution of axial force, and the thresholds of displacement for fully mobilizing the skin resistances in different soils in tension case were discussed in this paper. The field test results show that the measured tip resistance in the pile under tension is near zero during the whole loading, and the softening is accompanied with a reduction in skin friction when the skin friction is fully developed. It also can be investigated that the threshold of displacement for fully mobilizing skin friction is different even if in the same soil type due to different soil stress states. Generally speaking, the thresholds of relative pile-soil displacement for fully mobilizing skin frictions in the sandy silt, silty sand mixed silt, silty clay, silty clay mixed sand and gravel are about 4 mm, 11 mm, 7 mm, 6 mm, and 5.5 mm, respectively.

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7

Dong, Qian, Liu Liu, and Long Hou. "Influence of Matric Suction on Shear Strength Behavior of Unsaturated Silty Sand." Advanced Materials Research 446-449 (January 2012): 1627–32. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1627.

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In order to research matrix suction how to influence the shear strengt of unsaturated silty sand. Based on the analysis of the Soil-water characteristic of unsaturated silty sand through pressure plate instrument test,the suction control direct shear tests under the different suction condition of unsaturated silty sand are studied. And then, the microscopic structure of two kinds soil sample with different water content are scanned to analyze the relationship between the matrix suction and the shear strengt of unsaturated silty sand. The results of the research show that unsaturated silty sand different from unsaturated clayey soil.When water content gradually reduce, the soil shear strength of unsaturated silty sand is not always increased with the increase of matrix suction, but there is a "peak effect".The appearance of "peak effect" is due to unsaturated silty sand has own microstructure characteristics.On the other hand, when the moisture content reduction constantly,the existence form of moisture change gradually.The two factors lead to the effect area of matrix suction change constantly,and then influence shear strengt of unsaturated silty sand to appear "peak effect". In addition,the stress environment also can influence contribution degree of matrix suction to the shear strengt of unsaturated silty sand.

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8

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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9

Wood, Fletcher M., Jerry A. Yamamuro, and Poul V. Lade. "Effect of depositional method on the undrained response of silty sand." Canadian Geotechnical Journal 45, no. 11 (November 2008): 1525–37. http://dx.doi.org/10.1139/t08-079.

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The results from a laboratory experimental study on silty sand are presented. Undrained triaxial compression tests were performed on Nevada sand containing nonplastic silt. All specimens underwent monotonic loading after isotropic consolidation to 25 kPa. Various depositional techniques were used to create specimens to compare their stress–strain behavior within three separate density ranges and three different silt contents. As density increased, the effect of the depositional method on the undrained behavior decreased. The influence of the depositional method on specimen behavior also was found to increase with silt content, particularly at lower densities. These findings therefore are of special interest with regard to laboratory testing for the purpose of characterizing liquefaction potential, where loose, silty sands may be encountered. A description and analysis of five different depositional techniques is provided. These methods include: dry funnel deposition, water sedimentation, slurry deposition, mixed dry deposition, and air pluviation. The results of the undrained testing are analyzed using void ratio after consolidation and silt content as the bases of comparison.

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10

Xu, Xiangtian, Yubing Wang, Ruiqiang Bai, Caixia Fan, and Shuguang Hua. "Comparative studies on mechanical behavior of frozen natural saline silty sand and frozen desalted silty sand." Cold Regions Science and Technology 132 (December 2016): 81–88. http://dx.doi.org/10.1016/j.coldregions.2016.09.015.

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11

Derkaoui, Mohammed, Hanifi Missoum, Karim Bendani, and Fethi Belhouari. "Shear Behavior of Sand–Silt Mixtures: A Laboratory Investigation of Coastal Silty Sand Soils of Mostaganem." Marine Georesources & Geotechnology 34, no. 7 (July 29, 2015): 668–80. http://dx.doi.org/10.1080/1064119x.2015.1070388.

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12

Swe Tint, Khin, Seung Rae Lee, and Young Su Kim. "Comparison Between Shear Behaviors of Overconsolidated Nakdong River Sandy Silt and Silty Sand." Marine Georesources & Geotechnology 27, no. 3 (August 28, 2009): 217–29. http://dx.doi.org/10.1080/10641190902967101.

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13

Johan, Albert, Paulus Pramono Rahardjo, and Budijanto Widjaja. "Evaluating Liquefaction Phenomenon Of Silty Sand Using Piezocone Penetration Test (CPTu)." UKaRsT 6, no. 1 (April 30, 2022): 1. http://dx.doi.org/10.30737/ukarst.v6i1.2118.

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Most investigations into liquefaction have focused on clean sandy soils, with time, evidence has grown that liquefaction is often associated with silty sand material. Sibalaya Village, which suffered the greatest damage from the Palu-Donggala earthquake, is dominated by silty sand material. Related to this issue, an experimental study is conducted in the laboratory to understand the behavior of excess pore pressure and the strength of the saturated silty sand under dynamic loading. The experimental study uses several sets of testing apparatus such as a shake table, chamber, and CPTu. The shake table provides a dynamic load for the soil sample. The chamber allows the field environment to be duplicated in the laboratory. The CPTu measures excess pore pressure and strength of the soil sample. The test results show that liquefaction can occur in silty sand material. However, the fine-grain particles cannot generate the overall pore water pressure in which the pore water pressure ratio can only reach 93% of the initial effective vertical stress. Liquefaction also generates increased pore water pressure and a decrease in soil strength. The increase of dynamic load will result in a shorter liquefaction starting time, and fine content strongly influences the pore water pressure behavior, especially on the rate of pore water pressure dissipation after liquefaction occurs. Therefore, based on this research, it is known that silty sand material can experience liquefaction and can have a longer liquefaction period due to its lower permeability.

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14

Díaz-Rodríguez, J. A., V. M. Antonio-Izarraras, P. Bandini, and J. A. López-Molina. "Cyclic strength of a natural liquefiable sand stabilized with colloidal silica grout." Canadian Geotechnical Journal 45, no. 10 (October 2008): 1345–55. http://dx.doi.org/10.1139/t08-072.

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This paper summarizes the experimental results of a series of cyclic simple shear tests on liquefiable silty sand with and without sample improvement with colloidal silica grout. The objective of the paper is to evaluate the effectiveness of colloidal silica grouting in reducing the liquefaction potential of natural silty sand. Colloidal silica was selected as a stabilizing material due to its low viscosity, wide range of gel times, nontoxicity, and low cost. The soil tested in this experimental program is a poorly graded sand with 11.5% of nonplastic silt from the Port of Lázaro Cárdenas, México. Colloidal silica treated and untreated sand specimens show different pore pressure response and deformation behavior under cyclic loading in simple shear tests. The results indicate that, for a given initial relative density and initial effective vertical stress, liquefiable silty sand specimens stabilized with colloidal silica grout generally exhibit significant gain in liquefaction resistance compared with untreated specimens. It was also found that the colloidal silica grout reduces considerably the rates of pore pressure generation and shear strain of the silty sand specimens subjected to cyclic loading.

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15

Sentani, A., Soedarsono, and E. K. Soeridjal. "Fluid Behaviour Analysis on Liquefaction Using Korinofaction Device." IOP Conference Series: Earth and Environmental Science 955, no. 1 (January 1, 2022): 012013. http://dx.doi.org/10.1088/1755-1315/955/1/012013.

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Abstract Earthquakes can be followed by liquefaction, which is a response of saturated soil when it is subjected to shock or stress that cause loss of soil strength or bearing capacity as an impact of the increasing of soil pore water and the loss of the soil stress’s effectiveness. This research using Korinofaction that work to cause cyclic loads or vibrations that come from DC servo motor with an adjustable speed and force. The earthquake’s strength is measured by the number of rpm measured on the digital tachometer. Korinofaction is equipped with plumbing system to observe fluid behaviour during liquefaction. The results of research showed that silty sand and silt was liquefied in VIII Modified Mercalli Intensity earthquake and cause the occurrence of water flow on the surface due to increase soil pore stress. The flow rate that triggers liquefaction in the silty sand is 6,769 × 10-5 m 3/ second ’ and silt is 5,0 × 10-5 m 3/ second . The water flow that flows in the silty sand had permeability of 4,76 × 10-4 Cm/second while on the silt is 6,09 × 10-4 Cm/second . After liquefaction, gradient hydraulic of silty sand is 4,76 mm and silt is 6,09 mm. Based on this research liquefaction caused mobilized debris flow and muddy debris flow.

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16

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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17

Nian, Ting Kai, Peng Cheng Yu, Miao Jia Lu, Mei Hui Diao, and Chu Nan Liu. "Consolidation-Creep Behavior of Dredger Fill Silty Sands under Different Normal Pressure in Caofeidian Port." Applied Mechanics and Materials 170-173 (May 2012): 2288–91. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.2288.

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Hydraulic fill silty sands in Caofeidian port serves as the research object. Through a large volume uniaxial compression test of dredger fill silty sand, the stain-time curves under various levels of normal stress are obtained. The charts show that stain-time curves are all with similarly shaped nonlinear characteristics. The results of tests illustrate that dredger fill silty sands show some creep behavior. In general, the creep process can be divided into three stages: instantaneous deformation, rapid deformation and slow deformation. In addition, normal stress has an evident impact on consolidation-creep behavior of dredger fill silty sands. Initial deformation and final deformation grow larger and larger with an increasing normal stress. In the meanwhile, the time of achieving stable deformation becomes longer as well. Based on the achieved creep charts, a power function is proposed to describe the relationship of deformation-time for the dredger fill silty sands.

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18

Liao, H. J., and S. T. Hsu. "Uplift Behavior of Blade-Underreamed Anchors in Silty Sand." Journal of Geotechnical and Geoenvironmental Engineering 129, no. 6 (June 2003): 560–68. http://dx.doi.org/10.1061/(asce)1090-0241(2003)129:6(560).

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19

Ragályi, Péter, Tünde Takács, Anna Füzy, Nikolett Uzinger, Péter Dobosy, Gyula Záray, Nóra Szűcs-Vásárhelyi, and Márk Rékási. "Effect of Se-Enriched Irrigation Water on the Biomass Production and Elemental Composition of Green Bean, Cabbage, Potato and Tomato." Plants 10, no. 10 (October 1, 2021): 2086. http://dx.doi.org/10.3390/plants10102086.

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Additional Selenium (Se) intake may be recommended in areas of Se deficiency to prevent various human diseases. One possibility for this is biofortification. In this experiment, the effect of irrigation water containing 100 and 500 µg L−1 Se, in the form of Na2SeO4, on green bean, cabbage, potato and tomato was investigated in a greenhouse pot experiment with sand, silty sand and silt soils. The chlorophyll content index was usually improved by Se and was significantly higher in potato in sand and silty sand and in tomato in silty sand and silt soils. The Se content of edible plant parts increased 63-fold in the 100 µg L−1 Se treatment and almost 400-fold in the 500 µg L−1 Se treatment, averaged over the four species and the three soils. Irrigation water with a Se content of 100 µg L−1 may be suitable for the production of functional food in the case of green beans, potatoes and tomatoes. However, due to its greater Se accumulation, cabbage should only be irrigated with a lower Se concentration. The use of Se-enriched irrigation water might be a suitable method for Se biofortification without a significant reduction in plant biomass production and without a remarkable modification of other macro- and microelement contents.

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20

Ural, Nazile, and Zeki Gunduz. "Behavior of Nonplastic Silty Soils under Cyclic Loading." Scientific World Journal 2014 (2014): 1–12. http://dx.doi.org/10.1155/2014/635763.

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The engineering behavior of nonplastic silts is more difficult to characterize than is the behavior of clay or sand. Especially, behavior of silty soils is important in view of the seismicity of several regions of alluvial deposits in the world, such as the United States, China, and Turkey. In several hazards substantial ground deformation, reduced bearing capacity, and liquefaction of silty soils have been attributed to excess pore pressure generation during dynamic loading. In this paper, an experimental study of the pore water pressure generation of silty soils was conducted by cyclic triaxial tests on samples of reconstituted soils by the slurry deposition method. In all tests silty samples which have different clay percentages were studied under different cyclic stress ratios. The results have showed that in soils having clay content equal to and less than 10%, the excess pore pressure ratio buildup was quicker with an increase in different cyclic stress ratios. When fine and clay content increases, excess pore water pressure decreases constant cyclic stress ratio in nonplastic silty soils. In addition, the applicability of the used criteria for the assessment of liquefaction susceptibility of fine grained soils is examined using laboratory test results.

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21

Khan, Naveed, Irshad Ahmad, Muhammad Safdar, Abdul Qudoos Khan, and Benish Jehan Khan. "BEHAVIOUR OF SILTY SAND REINFORCED WITH LOW DENSITY POLYETHYLENE (LDPE) STRIPS." Journal of Mountain Area Research 6 (October 7, 2021): 30. http://dx.doi.org/10.53874/jmar.v6i0.103.

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In this study, silty sand is reinforced with plastic strips to improve the engineering properties of soil. Sand and silty sand soils have been used as base materials and low-density polyethylene (LDPE) strips as reinforcement materials. The LDPE strips are used in various dimensions (e.g., width ranging from 6 to 15mm and length ranging from 15 to 30mm). The randomly distributed LDPE strips are added to sand and silty sand specimens at varying percentages (e.g., 0.1% to 0.3%) by weight of dry soil specimen. Direct shear tests are performed on sand and silty sand specimens in both unreinforced and reinforced conditions. Stress strain, volumetric strain (e.g., compression/dilation behaviour) and strength envelopes are plotted to investigate the improvement in the shear strength parameter (e.g., internal friction angle). The results show that in sand specimens, the maximum improvement in shearing behaviour has been achieved with strips of 6x30mm in dimensions and at 0.3%. For silty sand specimens, the maximum improvement in shearing behaviour has been achieved with strips of 6x25mm in dimensions and at 0.3%. In addition, it has been observed that reinforced soil specimens increased the values of internal frictional angle compared to unreinforced soil specimens. In sand specimens, maximum increase of 19.72% in internal friction angle (Φ) has been observed with 6x30mm strips at similar percentage. In case of silty sand specimens, the maximum increase in internal friction angle (Φ) has been observed as 19.28% with the addition of strips of 6x25mm and at 0.3%.

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22

Djafar Henni, Ahmed, Ahmed Arab, Mostefa Belkhatir, A. Saaed Hamoudi, and Hamid Khelafi. "Undrained behavior of silty sand: effect of the overconsolidation ratio." Arabian Journal of Geosciences 6, no. 2 (June 9, 2011): 297–307. http://dx.doi.org/10.1007/s12517-011-0365-9.

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23

Baek, Sung-Ha, and Joonyoung Kim. "Investigation of p-y Behaviors of a Cyclic Laterally Loaded Pile in Saturated Silty Sand." Advances in Civil Engineering 2022 (December 5, 2022): 1–16. http://dx.doi.org/10.1155/2022/1811795.

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This study aimed to evaluate the p-y behavior of pile foundations installed in saturated silty sand subject to cyclic lateral loading. Model piles were installed in saturated silty sand with three relative densities (40%, 70%, 90%), and lateral loads of three magnitudes were repeatedly applied. The model test results revealed that as the cyclic lateral loading was applied to the piles, the soil around the piles became densified in the loose soil (relative density of 40%), and the stiffness of the p-y curve increased. In contrast, in dense soil (relative density of 70% and 90%), the stiffness of the p-y curve decreased as the soil around the piles was disturbed. Special attention was devoted to the development of static and cyclic p-y curves for assessing the lateral behavior of offshore pile foundations installed in saturated silty sand. A comparison between the p-y curves derived in this study and the existing p-y curves for silica sand revealed that the existing p-y curves were more likely to overestimate the lateral load capacity of a pile installed in silty sand.

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24

Vranna, Antigoni, and Theodora Tika. "The Mechanical Response of a Silty Sand Stabilized with Colloidal Silica." Geotechnics 1, no. 2 (September 28, 2021): 243–59. http://dx.doi.org/10.3390/geotechnics1020013.

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This paper presents a laboratory investigation into the mechanical response of a silty sand, with a fines content of 10%, stabilized with colloidal silica (CS). To this end, a series of unconfined compression tests as well as monotonic and cyclic triaxial tests was performed on a silty sand, comprising a mixture of a clean sand and a silty sand, stabilized with two concentrations of CS. The effect of various parameters on the behaviour of the stabilized silty sand was studied, such as CS concentration, soil density, and the presence of fines. The test results were compared with the corresponding of the untreated silty sand as well as the parent clean sand. It is shown that stabilization, even at the lowest CS = 6% concentration studied, significantly improves the undrained shear strength as well as the liquefaction resistance of the stabilized silty sand. Both the monotonic and cyclic response of the stabilized soil are only slightly affected by density. Furthermore, cyclic straining up to at least 5% of double-amplitude axial strain does not influence the undrained shear strength of the stabilized silty sand.

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25

Sireesha, Dr G. "Effect of Reinforcement on Properties of Silty Sand." International Journal for Research in Applied Science and Engineering Technology 9, no. 12 (December 31, 2021): 1934–38. http://dx.doi.org/10.22214/ijraset.2021.39649.

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Abstract: The variation of the stress-strain behavior and shear -parameters of reinforced silty sand is studied. The geotextiles were provided at different heights in the sample and tested in unconsolidated undrained condition. Two types of geotextiles, woven and nonwoven were used as reinforcement and the experiment was conducted at three water contents. Tests were performed on samples prepared at OMC, dry of OMC and wet of OMC in order to study the effect of water content. The results demonstrated that geotextile inclusion increases the peak strength, axial strain at failure. The sample was found to fail due to bulging between the layers. Keywords: Optimum Moisture Content, Maximum Dry Density, Unconsolidated Undrained, Deviator Stress, Normal Stress

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26

Hussain, Majid, and Ajanta Sachan. "Effect of Inter-granular Void Ratio on Volume Compressibility and Undrained Shear Response of Base-sand and Natural Silty-sand of Kutch." E3S Web of Conferences 92 (2019): 06002. http://dx.doi.org/10.1051/e3sconf/20199206002.

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In this article, effect of inter-granular void ratio (eg) on the volume compressibility and undrained shear strength behaviour of a natural silty-sand and base-sand is explored. Natural silty-sand sample was collected from Fatehgarh dam in Kutch region of India and the specimens prepared were subjected to isotropically consolidated undrained compression (CIUC) triaxial tests under two scenarios. In scenario one, silty-sand collected from Fatehgarh dam was used to perform CIUC triaxial tests at in-situ density. However, scenario two was based on CIUC triaxial tests on base-sand, which was extracted from Fatehgarh dam silty-sand soil by removing fines. It was ensured that the two specimens (silty-sand, base-sand) had the same void ratio (e = 0.704) but different inter-granular void ratios (eg-silty-sand = 1.156 and eg-base-sand = 0.704). Volume compressibility during isotropic consolidation phase of specimens was strongly reduced in the base-sand as compared to silty-sand. The undrained shear response of base-sand showed an increase in peak deviatoric stress by a factor of 1.8, 1.6 and 1.7 as compared to silty-sand at an initial effective confining pressure of 100 kPa, 200 kPa and 300 kPa respectively. The angle of friction mobilized at peak deviatoric stress and the work done per unit volume increased with the decrease in the inter-granular void ratio (eg), although the void ratio (e) was same.

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27

Monkul, Mehmet Murat, Jerry A. Yamamuro, and Poul V. Lade. "Failure, instability, and the second work increment in loose silty sand." Canadian Geotechnical Journal 48, no. 6 (June 2011): 943–55. http://dx.doi.org/10.1139/t11-013.

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Triaxial tests have been performed to demonstrate the conditions for stability and instability in loose silty sand. Drucker (1951) and Hill (1958) stability conditions in terms of the sign of the second work increment were employed in the design of the stress paths used in the triaxial compression and extension tests performed with quasi-constant shear stress while the mean normal stress was reduced until failure occurred. It is shown that the sand is completely stable under drained conditions for any stress path and irrespective of the sign of the second work increment. This is demonstrated by completely stopping the change in stresses and observing the stable behavior in the range of stresses where the sand contracts and where it dilates. Once the effective stress failure surface is passed, the sand becomes unstable, and the sign of the second work increment is always negative. Run-away instability can occur inside the failure surface for loose silty sand under undrained conditions for which the sand tends to contract, pore pressures continue to develop, and the second work increment is negative. Liquefaction may follow if the loose silty sand is sufficiently loose.

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28

Bao, X., Z. Jin, H. Cui, G. Ye, and W. Tang. "Static liquefaction behavior of short discrete carbon fiber reinforced silty sand." Geosynthetics International 27, no. 6 (December 2020): 606–19. http://dx.doi.org/10.1680/jgein.20.00021.

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29

Hsu, Shih-Tsung, and Wen-Chi Hu. "Uplift behavior of shaft anchors in silty sand in Taipei Basin." Journal of the Chinese Institute of Engineers 37, no. 2 (January 22, 2013): 175–88. http://dx.doi.org/10.1080/02533839.2012.757047.

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30

Heitor, Ana, Buddhima Indraratna, and Cholachat Rujikiatkamjorn. "Laboratory study of small-strain behavior of a compacted silty sand." Canadian Geotechnical Journal 50, no. 2 (February 2013): 179–88. http://dx.doi.org/10.1139/cgj-2012-0037.

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Small-strain behavior is a key indicator for assessing the performance of compacted fills. Compaction conditions, i.e., initial moisture content and applied energy, govern compaction effectiveness and thus, the structure and matric suction of compacted soil. This paper presents an experimental study of the small-strain behavior of compacted silty sand prepared with different compaction conditions. Specimens with varying initial moisture contents and compaction energies were tested with bender elements to determine the small-strain shear modulus (G0), while the post-compaction matric suction was measured using the filter paper method and tensiometer. The experimental data suggest a pronounced relationship between G0 and the degree of saturation (Sr) of the as-compacted soil specimens. X-ray computed tomography (CT) scans were performed to examine structural changes of selected specimens upon compaction. The laboratory results are also examined in light of common end-product specifications, which show that it is beneficial to compact the soil slightly dry of optimum moisture content from the modulus point of view.

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31

Liao, H. J., and S. T. Hsu. "Errata for “Uplift Behavior of Blade-Underreamed Anchors in Silty Sand”." Journal of Geotechnical and Geoenvironmental Engineering 130, no. 3 (March 2004): 342. http://dx.doi.org/10.1061/(asce)1090-0241(2004)130:3(342.2).

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32

Levin, Friedrich, Stefan Vogt, and Roberto Cudmani. "Time-dependent behaviour of sand with different fine contents under oedometric loading." Canadian Geotechnical Journal 56, no. 1 (January 2019): 102–15. http://dx.doi.org/10.1139/cgj-2017-0565.

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To characterize the effects of creep, strain rate, and relaxation in granular soils, different sands have been studied under oedometric loading. The tests were analysed in the framework of the isotache concept. The results show increasing creep rates with increasing vertical stresses and a strong reduction of the creep rate upon unloading. A lower void ratio leads to less creep. Evaluation of the ratio Cα/Cc, where Cα is the creep coefficient and Cc is the compression index, demonstrates considerable deviation from a constant soil-specific value for the sands. With increasing fine content, however, a constant soil-specific ratio has been found for a silty sand. In strain rate–controlled tests, a sand with low and a sand with significant content of nonplastic fines were compared. Constant rate of strain tests displayed practically no strain rate dependency for the sand with little fines and a well visible strain rate dependency for the very silty sand. Tests with stepwise change of strain rate showed non-isotache behaviour for the sand with little fines and isotache behaviour for the other. Stress-relaxation tests displayed an isochronous behaviour. The analysis of the three viscous effects in sands showed they cannot altogether be mathematically described in the framework of the isotache concept. A new compression model for the creep behaviour of sands is presented.

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33

Chegenizadeh, Amin, and Hamid Nikraz. "Using Paper as Reinforcement in Silty Sand." Advanced Materials Research 535-537 (June 2012): 1397–401. http://dx.doi.org/10.4028/www.scientific.net/amr.535-537.1397.

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Reinforced soil has been among the most effective soil modification materials. Its use has been expanded rapidly into civil engineering, geotechnical engineering and pavement engineering. Reinforcing subgarde in pavement systems has always been an issue. This study focuses on effect of paper inclusion on the modulus of elasticity of subgrade material. Paper was used for this investigation. Paper contents and aspect ratio have been changed during these tests. The paper percentage varied from 0 % (for unreinforced samples) to 20%. Silty sand was used as sub grade material. Unconfined compression tests were carried out to investigate behaviour of the composite under different condition. The paper reinforcment length and paper reinforcment content found to play important rule on the modulus of elasticity of paper reinforced samples. Furthermore it was observed that ductility of sample increased by paper inclusion.

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34

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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35

Befikadu Zewudie, Besukal. "Experimental Study on the Production and Mechanical Behavior of Compressed Lime-Cement-Stabilized Interlock Soil Blocks." Advances in Materials Science and Engineering 2023 (January 12, 2023): 1–12. http://dx.doi.org/10.1155/2023/2933398.

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Compressed stabilized soil block is a sustainable building material primarily made up of stabilized damp soil compressed under pressure. Soil properties and the type of the stabilizer used in producing compressed soil blocks have a significant impact on the quality and behavior of the soil blocks. This study presents the physical and mechanical behavior of lime-cement-stabilized compressed interlock soil blocks produced from two types of natural soil. The two types of soil have different index properties and mineral oxide compositions. Lime-cement combination and cement standalone was used as a binder in the production of test sample blocks depending on the index properties of the soil. 2%lime + 6%cement, 3%lime + 8%cement, and 4%lime + 10%cement were used for the soil block produced from silty clay soil of medium plasticity index. On the other hand, 6%, 8%, and 10% cement by dry mass of soil were used to stabilize silty sand soil. The behaviors of the blocks, such as dry density, the initial rate of water absorption, saturated absorption of water, compressive strength, and stress-strain relation, were examined. The result shows that the compressed soil blocks produced from lime-cement-stabilized silty clay soil has a low rate of initial water absorption and a low dry unit weight when compared to cement-stabilized sandy soil blocks. Soil blocks produced from cement-stabilized silty sand soil attain greater compressive strength by more than 50% of the compressive strength of silty clay soil blocks stabilized by a combination of lime and cement at 60 days after production. The initial tangent modulus of the soil blocks produced using a manual compressing machine from a clay soil stabilized by the lime-cement proportions of 2%L + 6%C, 3%L + 8%C, and 4%L + 10%C is about 1,700 MPa–2,300 MPa with a dry density greater than 1,660 kg/m3.

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36

Berney, Ernest S., John F. Peters, J. Kent Newman, and Donald M. Smith. "Effect of Surfactant on Dry-Side Compaction of Silty Sand." Transportation Research Record: Journal of the Transportation Research Board 1819, no. 1 (January 2003): 57–62. http://dx.doi.org/10.3141/1819b-08.

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The use of surfactants with soil is an evolving practice that lacks a systematic theory to describe the mechanisms of behavior that influence the soil response. A technique has emerged from the theoretical modeling of partially saturated soils that allows near-optimum densities to be achieved with water contents well below optimum. The central theme of the model is a distinction between the intergranular stress caused by externally applied loads and the stress derived from internally distributed capillary stresses due to the presence of water menisci. A practical consequence of the theory is that resistance to compaction can be reduced by adding surfactant (soap) to the mix water to reduce the component of intergranular stress derived from capillary tension. The decrease in capillary tension permits greater dry-side compaction density and an increase in soaked California bearing ratio strength. Well-graded silty-sand data were used to compare the behavior of untreated specimens with that of specimens treated with a 4% by weight of water anionic surfactant. The treated specimens achieved dry densities near optimum with the use of 25% less total mix water. Differences in the California bearing ratio strength for the soaked and unsoaked specimens and comparison of specimens' swell during soaking support the concept that compaction was improved through reduction of capillary tension. This allows specified dry densities to be achieved using considerably less water, which is critical in arid environments, and translates into efficiency in cost and, more important for rapid military operations, in construction time.

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37

Dong, Qian, Liu Liu, and Long Hou. "Influence of Matric Suction on Shear Strength Behavior of Unsaturated Silty Sand." Advanced Materials Research 446-449 (January 2012): 1627–32. http://dx.doi.org/10.4028/scientific5/amr.446-449.1627.

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38

Patil, Ujwalkumar D., Laureano R. Hoyos, and Anand J. Puppala. "Essential features of compacted silty sand behavior via suction-controlled triaxial testing." E3S Web of Conferences 9 (2016): 17009. http://dx.doi.org/10.1051/e3sconf/20160917009.

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39

Chang, Ching S., and Zhen-Yu Yin. "Micromechanical modeling for behavior of silty sand with influence of fine content." International Journal of Solids and Structures 48, no. 19 (September 2011): 2655–67. http://dx.doi.org/10.1016/j.ijsolstr.2011.05.014.

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40

Wang, Gonghui, and Kyoji Sassa. "Post-failure mobility of saturated sands in undrained load-controlled ring shear tests." Canadian Geotechnical Journal 39, no. 4 (August 1, 2002): 821–37. http://dx.doi.org/10.1139/t02-032.

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The undrained shear behavior of soils with progress of shear displacement is essential to the understanding of liquefied slope failures with long travel distance. In this paper, using a newly developed ring shear apparatus, a series of ring-shear tests were conducted on a silty sand to examine the undrained behavior of sand subjected to long shear displacement. Based on the test results, the undrained shear behavior of sands with a wide range of densities is discussed. A very low effective stress corresponding to liquefaction was observed at the steady state in all of the tests on loose, medium, as well as dense sand. The effects of stress state and shear history on the undrained shear behavior were examined by performing tests on a sample with different initial stress states and shearing the same specimen repeatedly (three times) at each initial stress state. The tests at different initial stress states proved that the initial stress state has an influence on static liquefaction resistance but has no effect on the steady-state shear strength. Repeated shear tests on the same specimen showed that with increasing shear times, both the peak shear strength and the steady-state shear strength for each specimen became greater. Detailed examination of the shear deformation revealed that the liquefaction phenomena in ring shear tests are localized in the shear zone, irrespective of the initial state of the sand. Grain crushing within the shear zone was examined. Finally, it was found that there was an optimal density at which the undrained brittleness index had a minimum value; meanwhile, the undrained brittleness index became greater with increasing initial normal and shear stresses, but decreased with shear times. These findings offer some basic understanding in assessing the postfailure mobility in landslides.Key words: excess pore pressure, localized liquefaction, shear resistance, ring-shear tests, grain crushing, silty sands.

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41

Hsu, Shih-Tsung, Wen-Ta Hsiao, Ke-Ting Chen, Wen-Chi Hu, and Ssu-Yi Wu. "Anchorage Behaviors of Frictional Tieback Anchors in Silty Sand." IOP Conference Series: Materials Science and Engineering 216 (June 2017): 012038. http://dx.doi.org/10.1088/1757-899x/216/1/012038.

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42

Pabis, Krzysztof, and Magdalena Błażewicz-paszkowycz. "Distribution and diversity of cumacean assemblages in Admiralty Bay, King George Island." Polish Polar Research 32, no. 4 (January 1, 2011): 341–54. http://dx.doi.org/10.2478/v10183-011-0024-6.

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Distribution and diversity of cumacean assemblages in Admiralty Bay, King George IslandEleven species of cumaceans were found in 105 samples collected in Admiralty Bay (King George Island) in the summers of 1984/85 and 1985/86, from 20 to 500 m depth range. Four cumacean assemblages were distinguished using the multivariate analysis. They were characterized by the dominance of one or two species often with low density values. Two assemblages were found in open waters of Admiralty Bay. The first inhabited on sandy-clay-silt and silty-clay-sand bottom deposits in the depth range from 140 to 330 m, withCampylaspis maculata(1.6 ± 2.1 ind./0.1m2; F = 72.4%) andLeuconsp. (1.4 ± 1.6 ind./0.1m2; F = 68.9%) as key species. The second assemblage was found in the depth range from 50 to 120 m with silty-sand sediments, and it was characterized by the presence of Vauthompsonia inermis (6.5 ± 6.6 ind./0.1m2; F = 92.0%). A third assemblage was found in shallow waters influenced by glaciers in the bottom area of Ezcurra Inlet. It was characterized by sandy-clay-silt sediments and the presence ofEudorella splendida(14.6 ± 9.4 ind./0.1m2; F = 100.0%) as a core species. The last assemblage was found in the shallow sublittoral (50-100 m) of Ezcurra Inlet and the central basin, withDiastylis anderssoni armata(1.5 ± 1.1 ind./0.1m2; F = 85.7%) andDiastylopsis goekei(1.1 ± 1.0 ind./0.1m2; F = 71.4%) as the most frequent and abundant species.V. inermisis considered a eurytopic species with high frequency in the whole material, and was present in all four distinguished assemblages.E. splendidaandD. goekeiwere also recorded in each of the assemblages, but their total frequency was lower.

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43

Barahona, Christian, Luis Sandi, Juan Carlos Rojas, Di Emidio Gemmina, Adam Bezuijen, and Wim Cornellis. "Loading rate effect on mechanical properties of an unsaturated silty sand." MATEC Web of Conferences 337 (2021): 01018. http://dx.doi.org/10.1051/matecconf/202133701018.

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This paper presents the results of an experimental study on the effects of testing rate on stress-strain behavior and volumetric changes of soil. A series of suction-controlled triaxial tests has been performed on reconstituted specimens of a silty sand (SM), at different stress-rates and strain-rates, respectively. The stress-strain paths were applied by using a modified version of a Bishop and Wesley device (USPv2), capable of applying independently pore-water and air pressure at both ends of the soil sample. During the isotropic compression stages loading rates of 2 and 32 kPa/h have been applied under constant suction values of 15 and 45 kPa. The drained deviator stages were conducted at the same suction levels under strain rates of 0.25 and 2.50 %/h. Results are presented in terms of applied loading rates as a function of the specimens specific volume, preconsolidation pressure, soil compressibility and deviatoric stress against strain rate. A comparison of results was made to a former study, under similar testing conditions of suction and loading rates at University of Napoli Federico II. The effect of loading rate on the soil behavior seems to have an insignificant effect on the specific volume variations, for the imposed values during the testing campaign.

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44

Salam, Sajjad, Ming Xiao, Arash Khosravifar, Min Liew, Shimin Liu, and Jamal Rostami. "Characterization of static and dynamic geotechnical properties and behaviors of fine coal refuse." Canadian Geotechnical Journal 56, no. 12 (December 2019): 1901–16. http://dx.doi.org/10.1139/cgj-2018-0630.

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The geotechnical properties, cyclic behavior, and liquefaction resistance of in situ fine coal refuse (FCR) have not been sufficiently investigated. This paper presents the characterization of static and dynamic geotechnical properties of in situ coal slurry samples. Representative coal slurry samples were taken from two coal slurry impoundments in the Appalachian coalfields in the USA. Standard penetration tests (SPTs) were conducted. Index properties, hydraulic conductivity, shear strength, and shear stiffness of the FCR were determined. The geotechnical properties of the representative FCR were found significantly dependent on the location and depth of the samples. However, the FCR samples were classified as soft and low plasticity silty sands to sandy silts. Cyclic direct simple shear (DSS) tests were conducted on representative samples prepared using slurry deposition method to evaluate the liquefaction resistance and cyclic behavior of FCR. The cyclic stress ratio – number of cycles required for liquefaction occurrence (CSR–N) curve for FCR was established. The cyclic resistance of FCR compared well with the empirical correlations for sand-like materials, though the stress–strain behavior and pore-water pressure generation exhibited clay-like behavior. Each cyclic DSS test was followed by a static shearing to assess the post-liquefaction shear strength of the FCR. Significant decrease in shear modulus and dilative behavior were observed after liquefaction.

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45

K. Saroja Rani et al.,, K. Saroja Rani et al ,. "Collapse Behavior of Red Soils of Silty Sand Nature Based on Engineering Properties." International Journal of Civil, Structural, Environmental and Infrastructure Engineering Research and Development 9, no. 1 (2019): 11–14. http://dx.doi.org/10.24247/ijcseierdfeb20192.

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46

Nik Norsyahariati, Nik Daud, Kam Ru Hui, and Abd Ghafar Azmi Juliana. "The Effect of Soil Particle Arrangement on Shear Strength Behavior of Silty Sand." MATEC Web of Conferences 47 (2016): 03022. http://dx.doi.org/10.1051/matecconf/20164703022.

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47

Patil, Ujwalkumar D., Laureano R. Hoyos, Anand J. Puppala, and Tejo Vikash Bheemasetti. "Modeling Stress–Dilatancy Behavior of Compacted Silty Sand Under Suction-Controlled Axisymmetric Shearing." Geotechnical and Geological Engineering 36, no. 6 (July 26, 2018): 3961–77. http://dx.doi.org/10.1007/s10706-018-0647-z.

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48

Yan, Wei, JinGen Deng, XiaoRong Li, XingLiang Dong, and ChunYang Zhang. "Effects of silty sand on CO2 corrosion behavior of low-Cr tubing steel." Chinese Science Bulletin 57, no. 8 (January 6, 2012): 927–34. http://dx.doi.org/10.1007/s11434-011-4947-4.

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49

Rabbi, Abu Taher Md Zillur, Md Mizanur Rahman, and Donald A. Cameron. "Undrained Behavior of Silty Sand and the Role of Isotropic and K0 Consolidation." Journal of Geotechnical and Geoenvironmental Engineering 144, no. 4 (April 2018): 04018014. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001859.

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50

Kumar, R., V. K. Kanaujia, and D. Chandra. "Engineering Behaviour of Fibre-Reinforced Pond Ash and Silty Sand." Geosynthetics International 6, no. 6 (January 1999): 509–18. http://dx.doi.org/10.1680/gein.6.0162.

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