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1
Stewart, Jonathan P., Daniel B. Chu, Raymond B. Seed, Jiann-Wen Ju, William J. Perkins, Ross W. Boulanger, Yao-Chung Chen, Chang-Yu Ou, Joseph Sun, and Ming-Shan Yu. "Soil Liquefaction." Earthquake Spectra 17, no. 1_suppl (April 2001): 37–60. http://dx.doi.org/10.1193/1.1586192.
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Chen, Chuan Sheng, and Hong Bin Xiao. "Liquefaction Potential of Clayey Soils from Wenchuan Earthquake-Induced Landslides." Advanced Materials Research 639-640 (January 2013): 850–53. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.850.
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It is commonly considered that liquefaction of sandy soils is the important reason for earthquake-induced landslides,but it has been reported liquefaction phenomenon can also occur in clayey soils in the recent research. In order to clarify liquefaction potential in clayey soils ,a deeper study was conducted on the basis of field investigation and a series of laboratory tests including undrained cyclic ring-shear tests on the clayey soil samples collected from the sliding zone of the Wenchuan earthquake-induced landslides. Results show that the liquefaction potential of clayey soils is lower than that of sandy soils given the same void ratio; the soil resistance to liquefaction rises with an increase in plasticity for clayey soils; It is useful to estimate the liquefaction potential of soil by means of plasticity index and the liquefaction potential of soil in practical engineering applications.
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Xu, Qing, Fei Kang, and Jun Jie Li. "A Neural Network Model for Evaluating Gravel Liquefaction Using Dynamic Penetration Test." Applied Mechanics and Materials 275-277 (January 2013): 2620–23. http://dx.doi.org/10.4028/www.scientific.net/amm.275-277.2620.
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Evaluation of liquefaction potential of soils is important in geotechnical earthquake engineering. Significant phenomena of gravelly soil liquefaction were reported in 2008 Wenchuan earthquake. Thus, further studies on the liquefaction potential of gravelly soil are needed. This paper investigates the potential of artificial neural networks-based approach to assess the liquefaction potential of gravelly soils form field data of dynamic penetration test. The success rates for occurrence and non-occurrence of liquefaction cases both are 100%. The study suggests that neural networks can successfully model the complex relationship between seismic parameters, soil parameters, and the liquefaction potential of gravelly soils.
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Nategh, Mehrdad, Abdullah Ekinci, Anoosheh Iravanian, and Siavash Salamatpoor. "Determination of Initial-Shear-Stress Impact on Ramsar-Sand Liquefaction Susceptibility through Monotonic Triaxial Testing." Applied Sciences 10, no. 21 (November 3, 2020): 7772. http://dx.doi.org/10.3390/app10217772.
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Liquefaction risk assessment is critical for the safety and economics of structures. As the soil strata of Ramsar area in north Iran is mostly composed of poorly graded clean sand and the ground water table is found at shallow depths, it is highly susceptible to liquefaction. In this study, a series of isotropic and anisotropic consolidated undrained triaxial tests were performed on reconstituted specimens of Ramsar sand to identify the liquefaction potential of the area. The specimens are consolidated isotropically to simulate the level ground condition, and anisotropically to simulate the soil condition on a slope and/or under a structure. The various states of soil behavior are studied by preparing specimens at different initial relative densities and applying different levels of effective stress. The critical state soil mechanics approach for identifying the liquefaction susceptibility is adopted and the observed phenomena are further explained in relation to the micro-mechanical behavior. As only four among the 27 conducted tests did not exhibit liquefactive behavior, Ramsar sand can be qualified as strongly susceptible to liquefaction. Furthermore, it is observed that the pore pressure ratio is a good indication of the liquefaction susceptibility.
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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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Jakka, Ravi Sankar, Amit Shiuly, and Ranjit Das. "Liquefaction Potential for Kolkata City." International Journal of Geotechnical Earthquake Engineering 4, no. 2 (July 2013): 18–33. http://dx.doi.org/10.4018/ijgee.2013070102.
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This paper presents the liquefaction potential of densely populated Kolkata city, which is situated on the world's largest delta island with very soft and thick alluvial soil deposits. Due to presence of soft alluvium deposits at shallow depths, soil resistance against liquefaction is expected to be less. Additionally, large thickness of soil layers may amplify the ground shaking resulting in high seismic demand on the soil. Here in this study, variation of factor of safety against liquefaction is evaluated with depth at different locations in Kolkota city. The study founds striking results that the Kolkata city soils are less prone to liquefaction even though there is significant ground amplification due to presence of thick soil deposits.
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Xu, Binhua, Ning He, and Denghua Li. "Study on the treatments and countermeasures for liquefiable foundation." MATEC Web of Conferences 272 (2019): 01012. http://dx.doi.org/10.1051/matecconf/201927201012.
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This paper summarizes the current treatments and countermeasures for liquefiable foundations, and divides the existing anti-liquefaction countermeasures into two categories. One of the ideas is proceeding from the properties of liquefiable foundation soils, by the means of improvement for the soil’s qualities to enhance the capacity of soil’s anti-liquefaction in the early stage. The other idea is considering from the stress conditions of liquefiable foundation soils, and to reduce the liquefaction-induced disasters by changing the stress conditions of the soil. The advantages and disadvantages of various anti-liquefaction measures were analysed by verifying the effectiveness of field applications of anti-liquefaction measures against ground liquefaction hazards, and the applicable conditions of various anti-liquefaction measures were classified. This paper provides experience for resisting soil liquefaction disasters.
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Chen, Jian, Tomohide Takeyama, Hideyuki O-Tani, Kohei Fujita, Hiroki Motoyama, and Muneo Hori. "Using High Performance Computing for Liquefaction Hazard Assessment with Statistical Soil Models." International Journal of Computational Methods 16, no. 05 (May 28, 2019): 1840005. http://dx.doi.org/10.1142/s0219876218400054.
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Conventional methods for liquefaction assessment using engineering indices such as Factor of safety against Liquefaction (FL) tend to overestimate liquefaction hazards. The soil dynamics analysis-based assessment with automatic modeling is more rational and robust. Soil properties are known for large uncertainties. Rather than deterministic soil models, statistical models for soil parameters should be considered. With automatic modeling, a large number of statistic models can be generated without difficulty. The problem becomes how to assess liquefaction hazard with statistic models in an efficient way. Using high performance computing, we develop an efficient liquefaction assessment method for statistical modeling of soils. A high parallel efficiency can be achieved and a large number of statical models of the order of 104 can be simulated within a reasonable time span. The method developed in this paper can be used as an efficient tool for unravelling critical parameters of soil liquefaction.
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Chien, Lien-Kwei, Yan-Nam Oh, and Chih-Hsin Chang. "Effects of fines content on liquefaction strength and dynamic settlement of reclaimed soil." Canadian Geotechnical Journal 39, no. 1 (February 1, 2002): 254–65. http://dx.doi.org/10.1139/t01-083.
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In this study, the reclaimed soils in the Yunlin area of west Taiwan are adopted as test samples. The specimens were prepared by moist tamping at different relative densities and fines contents. Triaxial liquefaction tests were performed to evaluate the liquefaction strength and liquefaction-induced settlement. The test results show that the liquefaction strength of reclaimed soil increases as the relative density increases. In addition, under constant relative density, the liquefaction strength decreases as the fines content increases. Based on the test results and one-dimensional consolidation theory, the volumetric strain and settlement can be evaluated by dry density and fines content of the reclaimed soil. The results show that the settlement ratio decreases as the relative density increases. The figures and results can be references for the evaluation of liquefaction strength and liquefaction-induced settlement. The results are useful for liquefaction strength and settlement analysis for planning, design, and related research on land reclamation engineering.Key words: reclaimed soil, liquefaction resistance, fines content, settlement.
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Rahman, Arif. "Effect of grain shape to potential liquefaction." E3S Web of Conferences 156 (2020): 02014. http://dx.doi.org/10.1051/e3sconf/202015602014.
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Earthqueke is one of the most frequent disaster in Indonesia, Earthqueke have caused losses both in terms of life and material. An earthquake also can trigger to soil liquefaction. Attention to liquefaction in Indonesia has raised after the Palu Earthquake in 2018. Liquefaction may happen in sandy soil in certain condition. Here, a series laboratory tests to study potentially liquefied in sandy soils is conducted. The liquefaction potential of sand are analyzed with the effect of the shape of the soil particles. The sandy sample is made up by special selected in three different shapes that are sharp, angular and round. Finally, it can be seen the effect of the shape of the soil grain on the liquefaction potential. The results of this study can be used to further investigation in order to mitigate the liquefaction.
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Pamuk, Ahmet, Patricia Gallagher, and Korhan Adalier. "Soil Grouting as Seismic Liquefaction Countermeasure." Advanced Materials Research 1025-1026 (September 2014): 1035–40. http://dx.doi.org/10.4028/www.scientific.net/amr.1025-1026.1035.
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This paper presents a series of centrifuge tests studying the performance of colloidal silica grouted soil layers during permanent lateral ground deformations due to earthquake induced lateral spreading. Two centrifuge tests were conducted to study liquefaction resistance of liquefiable soil deposits stabilized with colloidal silica, and then the results were compared with the tests conducted on similar soil deposits without any soil remediation. The testing results on remediated soils showed excellent resistance against the liquefaction and associated lateral and vertical ground deformations.
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Bacic, Bozana, and Ivo Herle. "Soil liquefaction as an identification test." E3S Web of Conferences 92 (2019): 08008. http://dx.doi.org/10.1051/e3sconf/20199208008.
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Time-consuming and complicated investigations of soil liquefaction in cyclic triaxial tests are the most common way of laboratory analysis of this phenomenon. Moreover, the necessary equipment for the performance of cyclic triaxial tests is very expensive. Much simpler method for laboratory testing of the soil liquefaction has been developed at the Institute of Geotechnical Engineering at the TU Dresden. This method takes into account the pore water pressure build-up during cyclic shearing within a short time period. During the test, the soil sample is subjected to horizontal cyclic loading and the generated pore water pressure is measured. In the first series of these experiments, a dependence of the pore water pressure buildup on the initial density of soil could be observed, as expected. When comparing different soils, it is shown that the tendency to liquefaction depends also on the granulometric properties (e.g. grain size distribution) of the soil. The aim of the further development is to establish a simple identification test for laboratory testing of the soil liquefaction.
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Robertson, P. K., and CE (Fear) Wride. "Evaluating cyclic liquefaction potential using the cone penetration test." Canadian Geotechnical Journal 35, no. 3 (June 1, 1998): 442–59. http://dx.doi.org/10.1139/t98-017.
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Soil liquefaction is a major concern for structures constructed with or on sandy soils. This paper describes the phenomena of soil liquefaction, reviews suitable definitions, and provides an update on methods to evaluate cyclic liquefaction using the cone penetration test (CPT). A method is described to estimate grain characteristics directly from the CPT and to incorporate this into one of the methods for evaluating resistance to cyclic loading. A worked example is also provided, illustrating how the continuous nature of the CPT can provide a good evaluation of cyclic liquefaction potential, on an overall profile basis. This paper forms part of the final submission by the authors to the proceedings of the 1996 National Center for Earthquake Engineering Research workshop on evaluation of liquefaction resistance of soils.Key words: cyclic liquefaction, sandy soils, cone penetration test
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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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Nakano, Takayuki. "Semi-automated landform classification for hazard mapping of soil liquefaction by earthquake." Proceedings of the ICA 1 (May 16, 2018): 1–6. http://dx.doi.org/10.5194/ica-proc-1-80-2018.
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Soil liquefaction damages were caused by huge earthquake in Japan, and the similar damages are concerned in near future huge earthquake. On the other hand, a preparation of soil liquefaction risk map (soil liquefaction hazard map) is impeded by the difficulty of evaluation of soil liquefaction risk. Generally, relative soil liquefaction risk should be able to be evaluated from landform classification data by using experimental rule based on the relationship between extent of soil liquefaction damage and landform classification items associated with past earthquake. Therefore, I rearranged the relationship between landform classification items and soil liquefaction risk intelligibly in order to enable the evaluation of soil liquefaction risk based on landform classification data appropriately and efficiently. And I developed a new method of generating landform classification data of 50-m grid size from existing landform classification data of 250-m grid size by using digital elevation model (DEM) data and multi-band satellite image data in order to evaluate soil liquefaction risk in detail spatially. It is expected that the products of this study contribute to efficient producing of soil liquefaction hazard map by local government.
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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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Zango, Muttaqa Uba, Khairul Anuar Kassim, and Abubakar Sadiq Mohammed. "Bio-desaturation and bio-sealing techniques for mitigation of soil liquefaction: a review." MATEC Web of Conferences 250 (2018): 01018. http://dx.doi.org/10.1051/matecconf/201825001018.
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Biogeotechnology is a recent area of study that deals with the improvement of engineering properties of soils in an eco-friendly and sustainable approach through the use of microorganisms. This paper first, reviewed the concept of bio-mediated soil improvement technique, components involved and the roles they played. Two processes of bio-mediation soil improvement techniques i.e. microbial-induced calcite precipitation (MICP) for producing bio-cement via ureolysis and bio-desaturation for generating specifically biogenic nitrogen gas via denitrification, their mechanisms of occurring and factors influencing them were described in details. An overview study was done on soil liquefaction. Conventional methods employed for mitigations of liquefaction hazards were reviewed and their limitations were drawn. The use of the de-saturation process for mitigation of soil liquefaction was adequately addressed. Mitigation of liquefaction using biological processes, in particular, MICP and/or bio-desaturation were introduced. The findings from the previous works have shown that both the two techniques are capable of improving liquefaction resistance of soils. Most of the results have shown that presence of biogenic nitrogen gas in soils treated with denitrifying bacteria is able to induce partial desaturation in the soil which consequently increases the cyclic shear strength, reduces pore water pressure and changes the soil behaviour from compressive to dilatant. Finally, potentials, challenges, and recommendations for future studies were identified.
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Ahmad, Mahmood, Xiao-Wei Tang, Jiang-Nan Qiu, and Feezan Ahmad. "Interpretive Structural Modeling and MICMAC Analysis for Identifying and Benchmarking Significant Factors of Seismic Soil Liquefaction." Applied Sciences 9, no. 2 (January 10, 2019): 233. http://dx.doi.org/10.3390/app9020233.
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Seismic soil liquefaction is considered as one of the most complex geotechnical earthquake engineering problems owing to the uncertainty and complexity involved in soil parameters, seismic parameters, and site condition factors. Each one of these parameters contains a variety of factors that trigger liquefaction and have varying degrees of importance. However, estimating accurate and reliable liquefaction-induced hazards requires identification and benchmarking of the most influential factors that control soil liquefaction. Seismic soil liquefaction factors were identified by Systematic Literature Review (SLR) approach and analyzed through Interpretive Structural Modeling (ISM) and the Cross-Impact Matrix Multiplication Applied to Classification (MICMAC) methodologies. The ISM model presented the relationships between fifteen seismic soil liquefaction factors and their benchmarking position from higher to lower-level significant factors in hierarchy. MICMAC is used to examine the strength of the relationship between seismic soil liquefaction significant factors based on their driving and dependence power. This research characterizes the identification and benchmarking of the seismic soil liquefaction factors and their relationships. The results show that the factors—duration of earthquake, peak ground acceleration, drainage condition, and standard penetration test (SPT) blow counts—influence seismic soil liquefaction directly and soil type is the governing factor that forms the base of the ISM hierarchy and consequently triggers seismic soil liquefaction. The results provide a more accurate way of selecting significant factors for establishment of seismic soil liquefaction potential and liquefaction-induced hazards risk assessment models.
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Prakash, Shamsher. "Soil dynamics and liquefaction." Engineering Structures 12, no. 1 (January 1990): 68–69. http://dx.doi.org/10.1016/0141-0296(90)90044-s.
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Ahmad, Mahmood, Xiao-Wei Tang, Feezan Ahmad, and Arshad Jamal. "Assessment of Soil Liquefaction Potential in Kamra, Pakistan." Sustainability 10, no. 11 (November 15, 2018): 4223. http://dx.doi.org/10.3390/su10114223.
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In seismically active regions, soil liquefaction is a serious geotechnical engineering problem that mainly occurs in saturated granular soils with a shallow groundwater table. Significant seismic hazards are present in Kamra, Pakistan. With the rapid increase in construction in recent years, the evaluation of liquefaction is now considered to be more important for land use planning and development. The intent of this study is to highlight soil liquefaction susceptibility that will eventually support the national authorities in developing guidelines for sustainable development and the mitigation of liquefaction. The typical subsoil profile of Kamra consists of silty gravel (GM) overlain by silty sand (SM), poorly graded sand (SP), and fill layers. Kamra is close to the active Ranja–Khairabad fault with a peak ground acceleration of 0.24g. The river Sehat and the Ghazi Brotha canal pass through the study area. In this study, the soil liquefaction potential in Kamra was assessed at 10 different sites (50 boreholes) by using a stress-based procedure for calculating the factor of safety against soil liquefaction. The results revealed that the middle layers, i.e., poorly graded sand and silty sand in the subsoil profile, are extremely susceptible to liquefaction during earthquakes with magnitudes between 7.5 and 8.0 in Kamra. The correlation between the factor of safety and the equivalent clean-sand-corrected standard penetration test (SPT) blow counts according to the earthquake magnitudes was developed and can also be utilized for areas adjoining Kamra that have the same subsoil profile.
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Maulana, Arif, Rifa’i Ahmad, and Faris Fikri. "Liquefaction potential analysis on runway construction based on soil engineering properties." E3S Web of Conferences 156 (2020): 02003. http://dx.doi.org/10.1051/e3sconf/202015602003.
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The term of liquefaction refers to a liquefied soil phenomenon during an earthquake causing the loss of soil bearing capacity. In general, liquefaction occurs in loose sandy soil with saturated condition triggered by an earthquake with Peak Ground Acceleration greater than 0.25 g. This research aim to analyze the liquefaction potential of runway construction which located on loose sandy soil area. The analysis of liquefaction potential is based on borelog data, grain size distribution, soil physical properties, and earthquake risk map. The liquefaction potential was obtained by calculating the liquefaction probability in one dimension analysis determined as safety factor. Settle 3D is also applied in this research. The results show that the liquefaction potentially occurs in sand soil layer at 0-6 meters depth with safety factor 0.11-1.06 from manual calculation and 0.19-1.1 from Settle 3D. This result represents high probability of liquefaction at runway construction area, so that the liquefaction prevention method is needed.
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Touijrate, Soukaina, Khadija Baba, Mohamed Ahatri, and Lahcen Bahi. "Validation and Verification of Semi-Empirical Methods for Evaluating Liquefaction Using Finite Element Method." MATEC Web of Conferences 149 (2018): 02028. http://dx.doi.org/10.1051/matecconf/201814902028.
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Liquefaction is a hazardous and temporary phenomenon by which a soil saturated with water loses some or all of its resistance. The undrained conditions and a cyclic load increase the pores water pressure inside the soil and therefore a reduction of the effective stress. Nowadays many semi-empirical methods are used to introduce a proposition to evaluate the liquefaction's potential using the in-situ test results. The objective of this paper is to study their ability to correctly predict the liquefaction potential by modelling our case using finite element methods. The study is based on the data of Cone Penetration Tests experimental results of the Casablanca-Tangier High-Speed Line exactly between PK 116 + 450 and PK 116 + 950 and near of Moulay-Bousselham city. It belongs to the Drader-Soueir basin region which is located in the North-West of Morocco. This region had a specific soil’s formation, the first 50 meters are characterised by the existence of sand layers alternating with layers of clay. These formations are very loose and saturated which suggests the possibility of soil liquefaction. We present and discuss the results of applying the Olsen method [1], the Juang method [2] and the Robertson method [3], in the evaluation of liquefaction susceptibility. Apart from the previous empirical analysis to evaluate the liquefaction potential, numerical modelling is performed in this study.
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Zhang, Yubin. "Risk analysis of soil liquefaction in earthquake disasters." E3S Web of Conferences 118 (2019): 03037. http://dx.doi.org/10.1051/e3sconf/201911803037.
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China is an earthquake-prone country. With the development of urbanization in China, the effect of population aggregation becomes more and more obvious, and the Casualty Risk of earthquake disasters also increases. Combining with the characteristics of earthquake liquefaction, this paper analyses the disaster situation of soil liquefaction caused by earthquake in Indonesia. The internal influencing factors of soil liquefaction and the external dynamic factors caused by earthquake are summarized, and then the evaluation factors of seismic liquefaction are summarized. The earthquake liquefaction risk is indexed to facilitate trend analysis. The index of earthquake liquefaction risk is more conducive to the disaster trend analysis of soil liquefaction risk areas, which is of great significance for earthquake disaster rescue.
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Dief, Hesham M., and J. Ludwig Figueroa. "Liquefaction assessment by the unit energy concept through centrifuge and torsional shear tests." Canadian Geotechnical Journal 44, no. 11 (November 2007): 1286–97. http://dx.doi.org/10.1139/t07-059.
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The fundamentals of the energy concept to assess the liquefaction potential of cohesionless soils have been formulated in recent years. To examine the validity of this procedure, a series of centrifuge liquefaction tests were carried out using the same soils that were tested previously as part of extensive research conducted on the subject at Case Western Reserve University. A total of 30 liquefaction tests at accelerations of 50g and 60g were conducted on scaled pore fluid saturated models, prepared in a laminar box, representing a prototype soil deposit. The influence of relative density and effective confining pressure, as well as the effect of different grain size distribution on the energy per unit volume required for liquefaction, is studied. Generalized relationships were obtained by performing regression analyses between the energy per unit volume at the onset of liquefaction and liquefaction affecting parameters. These equations are compared with similar ones that were developed previously using torsional shear tests. A rational procedure to determine site response to earthquake loading and liquefaction susceptibility of a soil deposit is verified.
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Johari, Ali, Jaber Rezvani Pour, and Akbar Javadi. "Reliability analysis of static liquefaction of loose sand using the random finite element method." Engineering Computations 32, no. 7 (October 5, 2015): 2100–2119. http://dx.doi.org/10.1108/ec-07-2014-0152.
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Purpose – Liquefaction of soils is defined as significant reduction in shear strength and stiffness due to increase in pore water pressure. This phenomenon can occur in static (monotonic) or dynamic loading patterns. However, in each pattern, the inherent variability of the soil parameters indicates that this problem is of a probabilistic nature rather than being deterministic. The purpose of this paper is to present a method, based on random finite element method, for reliability assessment of static liquefaction of saturated loose sand under monotonic loading. Design/methodology/approach – The random finite element analysis is used for reliability assessment of static liquefaction of saturated loose sand under monotonic loading. The soil behavior is modeled by an elasto-plastic effective stress constitutive model. Independent soil parameters including saturated unit weight, peak friction angle and initial plastic shear modulus are selected as stochastic parameters which are modeled using a truncated normal probability density function (pdf). Findings – The probability of liquefaction is assessed by pdf of modified pore pressure ratio at each depth. For this purpose pore pressure ratio is modified for monotonic loading of soil. It is shown that the saturated unit weight is the most effective parameter, within the selected stochastic parameters, influencing the static soil liquefaction. Originality/value – This research focuses on the reliability analysis of static liquefaction potential of sandy soils. Three independent soil parameters including saturated unit weight, peak friction angle and initial plastic shear modulus are considered as stochastic input parameters. A computer model, coded in MATLAB, is developed for the random finite element analysis. For modeling of the soil behavior, a specific elasto-plastic effective stress constitutive model (UBCSAND) was used.
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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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Umar, Sujeet Kumar, Pijush Samui, and Sunita Kumari. "Reliability Analysis of Liquefaction for Some Regions of Bihar." International Journal of Geotechnical Earthquake Engineering 9, no. 2 (July 2018): 23–37. http://dx.doi.org/10.4018/ijgee.2018070102.
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There are many deterministic and probabilistic liquefaction assessment measures to classify if soil liquefaction will take place or not. Different approaches give dissimilar safety factor and liquefaction probabilities. So, reliability analysis is required to deal with these different uncertainties. This paper describes a reliability technique for predicting the seismic liquefaction potential of soils of some areas at Bihar State. Here a reliability approach has been presented in order to find the probability of liquefaction. The proposed approach is formulated on the basis of the results of reliability analyses of 234 field data. Using a deterministic simplified Idriss and Boulanger method, factor of safety of soil has been accessed. The reliability index as well as corresponding probability of liquefaction has been determined based on a First Order Second Moment (FOSM) method. The developed method can be used as a robust tool for engineers concerned in the estimation of liquefaction potential.
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Vongchavalitkul, Sanguan. "Probabilistic Safety Factor of Soil Liquefaction." Applied Mechanics and Materials 217-219 (November 2012): 2414–18. http://dx.doi.org/10.4028/www.scientific.net/amm.217-219.2414.
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The most widely used method of liquefaction prediction are perform in deterministic process. The deterministic method according to seismic Chinese code is introduced by Z. CAO et al (2008). The deterministic method used the standard penetration test (SPT) to evaluate the liquefaction of soil. With this method, liquefaction of soil is predicted to occur if the factor of safety(FS), which in the ratio of critical SPT-N value(Resistance) over the actual measurement SPT-N(Load), is less than or equal to one. If the factor of safety greater than one, no soil liquefaction is predicted. Because the significant uncertainties in variable involved in the deterministic factor of safety, the probability method need to use. because the significant uncertainties in the random variables involved, the probabilistic method is needed to predict liquefaction. Probability of failure may be performed in which the liquefaction potential is assessed in term of probability safety factor (central safety factor). The study case is shown that the probabilistic method given the much more information for engineering decision than the deterministic method that given only the safety factor..
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Alva Hurtado, Jorge Elias Domingo, and Carmen Eleana Ortiz Salas. "Updating the Occurrence of the Soil Liquefaction Phenomenon in Peru." TECNIA 30, no. 2 (November 26, 2020): 6–17. http://dx.doi.org/10.21754/tecnia.v30i2.756.
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We present the information available on the phenomenon of soil liquefaction in Peru due to the seismic action and its representation in a map of soil liquefaction areas. The map of soil liquefaction areas is drawn to the scale 1: 5'000,000 and presents distinctions between liquefaction and probable liquefaction cases, according to the interpretation of the information available in the literature. All the documentation that presents evidence of the phenomenon of liquefaction, such as the formation of small volcanoes of mud and sand, the violent expulsion of water from the soil, the presence of intense cracking and the differential settlements due to the seismic action, has been detailed in this article.
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Fauzan, Nadia Milla Hanifah, Willy Peratundhika E, Mutia Putri Monika, and Zev Al Jauhari. "Structural evaluation of 3-story dormitory reinforced concrete building considering soil liquefaction potential." E3S Web of Conferences 156 (2020): 05015. http://dx.doi.org/10.1051/e3sconf/202015605015.
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The liquefaction phenomenon is the increase in water pressure in the soil, which will reduce the soil strength in supporting the load and loss of binding power between its grains. Soil liquefaction usually occurs when there is a seismic movement in the soil layer due to seismic (earthquakes) loads. Therefore, the building constructed in the soil liquefaction prone area should be designed according to the standard code. However, many design consultants do not pay attention to this condition and the building still was designed as usual even the building is located on soil liquefaction prone area. In 2018, a 3-story dormitory building structure of Hamka’s boarding school was constructed on soil liquefaction prone area in Padang city. After reviewing the design document, it was found that the consultant did not consider the soil liquefaction in its structural analysis. In this study, an evaluation of the building structure was carried out to investigate the capacity of the building in resisting the loads. From the soil evaluation using the soil Cone Penetration Test (CPT) result, it was found that the location of the dormitory building has a liquefaction potential at a depth of 1.2 - 8 meters. Considering the soil liquefaction potential in the building, the structural analysis results show that the capacity of the dormitory building, especially column, beam and foundation were not strong enough to resist the combination loads acting on the structures. Therefore, the building structure should be strengthened to face the further big earthquake that will cause the soil liquefaction.
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Ozcelik, Mehmet. "The Effects of Vertical Stress on the Liquefaction Potential Originated from Buildings in The Urban Areas." International Journal of Geotechnical Earthquake Engineering 8, no. 1 (January 2017): 38–57. http://dx.doi.org/10.4018/ijgee.2017010103.
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Main purpose of this paper is to study the influence of vertical stress on soil liquefaction in urban areas. The literature provides limited information on vertical stress analysis of multiple footings, and, as a result, there is no accurate way to account for the effect of the foundation depth on liquefaction. Additionally, practical methods do not exist for considering the interaction between the neighboring foundations vertical stress and seismic forces in the urban area. Vertical stress distribution was calculated in examining the soil liquefaction potential exhibited by building foundations as a case study. The vertical stresses were chosen randomly for some buildings with foundation depths of 3.00 m; 4.50 and 6.00 m at the Burkent site (Burdur-Turkey). The influence of 5-storey buildings on the liquefaction potential of sandy soils was evaluated in terms of the safety factor (FS) against liquefaction along soil profile depths for different earthquakes. Standard Penetration Test (SPT) results were used based on simplified empirical procedure.
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Grozic, J. LH, P. K. Robertson, and N. R. Morgenstern. "Cyclic liquefaction of loose gassy sand." Canadian Geotechnical Journal 37, no. 4 (August 1, 2000): 843–56. http://dx.doi.org/10.1139/t00-008.
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Gas can be found in many soils, but none more common than in seabed soils. Gas-charged sediments are known to be widely distributed throughout the world's oceans. Numerous research programs have studied saturated soil response to cyclic loading; however, little is known about the behavior of gassy soils subjected to cyclic loading. The response of loose gassy specimens subjected to cyclic loading was studied in a laboratory program. Triaxial tests were performed on specimens of reconstituted Ottawa sand prepared to various gas contents and densities. The specimens were consolidated and then sheared under undrained cyclic loading. Gas content was measured at the beginning and end of each test using time domain reflectometry. The response of the gassy specimens has been shown to be influenced by the soil state and grain characteristics and the intensity, duration, and frequency of the cyclic loading. The propensity of a soil to liquefy is represented by a cyclic resistance ratio, defined as the cyclic stress ratio to cause liquefaction, or to cause a specified amount of strain. The results of this laboratory program show that the cyclic resistance ratio increases as gas content and density increase. The laboratory study demonstrates that the cyclic liquefaction potential of a soil is reduced by the addition of gas; however, soils containing some gas may still experience cyclic liquefaction provided they are sufficiently loose.Key words: triaxial testing, cyclic liquefaction, Ottawa sand, gassy, unsaturated.
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Kuo, Yu-Shu, Kai-Jun Chong, Shang-Chun Chang, Juin-Fu Chai, and Hui-Ting Hsu. "A Hybrid Method to Evaluate Soil Liquefaction Potential of Seabed at Offshore Wind Farm in Taiwan." Energies 14, no. 7 (March 26, 2021): 1853. http://dx.doi.org/10.3390/en14071853.
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This paper undertakes liquefaction analysis with simplified procedures with standard penetration test (SPT) data and cone penetration test (CPT) data obtained from an offshore wind farm in the Changhua area. The soil liquefaction resistance calculated by the SPT-based simplified procedure suggested by the Japan Railway Association was in agreement with the laboratory results. The CPT is widely used in the site investigation of offshore wind farms. However, Taiwan’s registered professional engineers are still familiar with soil liquefaction analysis for offshore wind farms using SPT-based methods. Hence, a hybrid method that incorporates an SPT–CPT correlation into the New Japan Road Association (NJRA) method is proposed to evaluate the soil liquefaction potential for offshore wind farms in Taiwan. In the case studies of soil liquefaction with five groups of adjacent boreholes in Changhua’s offshore wind farms, the hybrid method shows that the soil liquefaction potential with CPT data is consistent with the results calculated with SPT-based simplified procedures. To quantify the risk of soil liquefaction, Monte Carlo simulation is used to calculate the uncertainty of CPT–qc for estimating the probability of soil liquefaction with the hybrid method.
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Tsai, Y. T., and W. G. McDougal. "Random Wave-Induced Pore Pressure Accumulation in Marine Soils." Journal of Offshore Mechanics and Arctic Engineering 112, no. 4 (November 1, 1990): 285–89. http://dx.doi.org/10.1115/1.2919868.
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Random wave-induced pore pressure is examined using linear superposition, Miner’s method and a single representative wave. Solutions are developed for deep and shallow soils. A deep soil has a higher liquefaction potential than a shallow soil for the same wave conditions. Linear superposition, Miner’s method and using the rms wave height are in general agreement for the deep soil. The significant wave overestimates the liquefaction potential and should not be used. There was poor agreement among the methods for a shallow soil.
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Liu, Fu Sheng, and Han Bing Bian. "Influence of Soil Saturation on the Free Field Response of Liquefiable Soils." Advanced Materials Research 378-379 (October 2011): 237–40. http://dx.doi.org/10.4028/www.scientific.net/amr.378-379.237.
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Free field response of partially saturated sands to cyclic loading, with a particular attention to soil liquefaction has been studied. The study has been conducted using a numerical model elaborated for the liquefaction of partially saturated soils together with a cyclic elastoplastic constitutive relation implemented in a finite element program. The numerical model and the analysis of the influence of soil saturation on the free field response, for different positions of the water table have been investigated respectively. The result shows that the soil saturation degree largely affects the free field response to cyclic loading, with a decrease in soil saturation leading to a decrease in the rate of generation of excess pore-water pressure, and consequently to a reduction in the liquefaction risk.
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Chou, Jui-Ching, Hsueh-Tusng Yang, and Der-Guey Lin. "Calibration of Finn Model and UBCSAND Model for Simplified Liquefaction Analysis Procedures." Applied Sciences 11, no. 11 (June 7, 2021): 5283. http://dx.doi.org/10.3390/app11115283.
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Soil-liquefaction-related hazards can damage structures or lead to an extensive loss of life and property. Therefore, the stability and safety of structures against soil liquefaction are essential for evaluation in earthquake design. In practice, the simplified liquefaction analysis procedure associated with numerical simulation analysis is the most used approach for evaluating the behavior of structures or the effectiveness of mitigation plans. First, the occurrence of soil liquefaction is evaluated using the simplified procedure. If soil liquefaction occurs, the resulting structural damage or the following mitigation plan is evaluated using the numerical simulation analysis. Rational and comparable evaluation results between the simplified liquefaction analysis procedure and the numerical simulation analysis are achieved by ensuring that the liquefaction constitutive model used in the numerical simulation has a consistent liquefaction resistance with the simplified liquefaction analysis procedure. In this study, two frequently used liquefaction constitutive models (Finn model and UBCSAND model) were calibrated by fitting the liquefaction triggering curves of most used simplified liquefaction analysis procedures (NCEER, HBF, JRA96, and T-Y procedures) in Taiwan via FLAC program. In addition, the responses of two calibrated models were compared and discussed to provide guidelines for selecting an appropriate liquefaction constitutive model in future projects.
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Pillai, V. S., and R. A. Stewart. "Evaluation of liquefaction potential of foundation soils at Duncan Dam." Canadian Geotechnical Journal 31, no. 6 (December 1, 1994): 951–66. http://dx.doi.org/10.1139/t94-110.
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A comprehensive program of field, laboratory, and analytical investigations was carried out to evaluate the potential of liquefaction for the foundation soils at Duncan Dam. Duncan Dam was completed in 1967 under the Columbia River Treaty in southeastern British Columbia. The 39 m high zoned embankment dam is founded on a sequence of sands, silts, and gravels. Some of the foundation soils may liquefy during earthquake loading and this would affect the stability and performance of the dam. The liquefaction studies were carried out in two phases to characterize the engineering properties of the foundation soils and to assess its potential for triggering liquefaction using the total stress approach. This paper describes methods of assessment of liquefaction potential using soil parameters based on field penetration data (Seed's method) and laboratory testing of undisturbed soil samples obtained in situ after freezing the ground (Lab method) and presents the results of triggering analysis. Influence of confining stress (Kσ) and initial static shear stress (Kα) on liquefaction were investigated and site-specific Kσ and Kα curves were developed.For the design earthquake (M 6.5, PGA = 0.12g) both the Lab method and Seed's method predict a significant extent of liquefaction of the foundation soils under the downstream slope in the right half of the dam. Key words : sand, liquefaction, confining stress, density, cyclic resistance ratio.
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K. Dhahir, Mohammed, Wissam Nadir, and Mohammed H. Rasool. "Influence of Soil Liquefaction on the Structural Performance of Bridges During Earthquakes: Showa Bridge as A Case Study." International Journal of Engineering & Technology 7, no. 4.20 (November 28, 2018): 146. http://dx.doi.org/10.14419/ijet.v7i4.20.25916.
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Liquefaction is generally defined as the loss of contact between soil particles during shaking (earthquakes), and it usually occurs in saturated loose sandy soils where the timescale is insufficient for the water to drain from the pores, thus increasing the excess pore pressure, and thereby floating the sand particles. For regular structures with shallow foundations, liquefaction normally leads to loss of soil strength, which leads to settlement of foundations. On the other hand, bridges are usually supported with piles foundation, which introduces additional effects during liquefaction. Therefore, this paper examines the possible effects of liquefaction on the structural performance of bridges during earthquakes. Furthermore, the failure of Showa Bridge during the 1964 Nagata earthquake was also discussed and analyzed as an example of the catastrophic effects of liquefaction. The analysis shows that the most influential effect during liquefaction is the increase in the unsupported length of piles, which leads to several adverse effects such as increasing the lateral displacement, reduce the buckling capacity, increase the bending moment, and reduce the shaft capacity of the pile. Finally, recommendations regarding the design of pile supported bridges in seismic areas with liquefiable soils have also been suggested.
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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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Kokusho, Takaji. "A Short Note for Dr. Ishihara's Review in 1974." Journal of Disaster Research 1, no. 2 (October 1, 2006): 244. http://dx.doi.org/10.20965/jdr.2006.p0244.
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In the paper written in the 1970s by Prof. Kenji Ishihara, case histories for the 1964 Niigata earthquake and preceding earthquakes were addressed followed by overviews on laboratory studies, in situ investigations, and analyses of liquefaction. The research efforts overseen by Prof. Ishihara have been developed considerably since then for reliably evaluating liquefaction potential for a variety of soils unqer different geotechnical and seismic conditions and for mitigating liquefaction failure through ground improvement. Despite great advances in this aspect of liquefaction research, problems vital to reasonable design methodology remain. One is postliquefaction soil behavior, which plays an important role in soil-structure interactions in performance- based design of buildings and civil structures. Unlike other earthquake failures, serious damage often occurs in the postliquefaction phase due to static and monotonic straining by dead loads in liquefied soil where little residual shear strength remains. Great uncertainties remain on how to evaluate postliquefaction ground deformation, together with soil-structure interactions, concerning differential settlement, uplift, and lateral displacement. Current engineering practices tend to avoid uncertainties by employing soil treatment or rigid foundations to prevent soil liquefaction in advance. However, with design earthquakes becoming larger, it becomes unrealistic to depend too much on such costly measures. In contrast to the paper by Prof. Ishihara, the preceding paper has addressed liquefaction-induced structural damage during recent earthquakes from the 1964 Niigata earthquake to the present. Typical failure modes associated with damage have been identified from the viewpoint of their mechanisms and mitigation measures. Among them, the postliquefaction lateral flow mechanism, which still seems quite controversial, has been discussed in detail by introducing different views on soil behavior causing lateral flow or spreading. Special emphasis has been placed on recently evolving research results considering the effect of void redistribution due to soil stratification.
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Wang, Gui Xuan, Jin Ling Zhou, Jie Zhao, and Yang Zheng. "The Experimental Study on Dynamic Characteristic of Diversion Dike’s Foundation Soil." Applied Mechanics and Materials 90-93 (September 2011): 1634–38. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.1634.
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Through the indoor resonance column and dynamic tri-axial test of liquefaction on diversion dike soil of a nuclear power plant, its got the curves of dynamic shear modulus-dynamic shear strain and damping ratio-dynamic shear strain, analyzed the dynamic deformation characteristics of diversion dike soil, studied the exponentiation function between liquefaction resistance strength and liquefaction shake times of sand soil, confirmed the indexes of liquefaction resistance strength, providing the relevant parameters for evaluating seismic stability and liquefaction analysis of diversion dike, and reference value for the seismic safety evaluation and liquefied evaluation of the dam project site.
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Wang, Wei Ming, Long Wei Chen, and Xiao Ming Yuan. "Liquefaction Macro-Characteristics in Chengdu Region in Wenchuan Ms8.0 Earthquake." Advanced Materials Research 446-449 (January 2012): 1893–96. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1893.
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In Wenchuan earthquake, liquefaction phenomena and relevant damage in Chengdu region was extensive. Through field investigation, macro-liquefaction characteristics in Chengdu region are outlined, i.e., (1) Liquefaction zones (belts) mainly were located in Dujiangyan city; (2) Liquefaction has been observed in seismic intensities VI, VII, VIII, IX and X, but mainly concentrated in intensities VII and VIII; (3) Heights of liquefaction water-jet mostly ranged in 1m to 3m, and the highest was more than 10m; (4) The ejected materials in liquefied sites covered many soil categories, nearly 67% of fine sand and 11% of gravel; (5) Liquefaction generally caused ground fissures, but obvious ground subsidence were not detected. Although the ejected materials mainly were fine-grained soil, the actual liquefaction was prevalent gravel soil
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Mase, Lindung Zalbuin. "THE EMPIRICAL ANALYSIS OF SOIL LIQUEFACTION IN IMOGIRI SITE, YOGYAKARTA, INDONESIA." Potensi : Jurnal Sipil Politeknik 21, no. 1 (March 28, 2019): 37. http://dx.doi.org/10.35313/potensi.v21i1.1315.
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A strong earthquake with magnitude of 6.3 Mw, which was later known as the JogjaEarthquake, occurred in the southern part of Yogyakarta Special Province. The earthquakehad resulted in the huge damage to the buildings, public facilities as well as triggering theground failure phenomenon, which was known as liquefaction. An empirical analysis usingthe conventional method was performed to investigate the liquefaction severity for the siteinvestigation data in Imogiri, a site with the high-level of the liquefaction damage duringthe earthquake. The peak ground accelerations varied to 0.3 to 0.4g are also implemented inthe analysis. The results show that the investigated site is dominated by sandy soils. Thesandy soil in Imogiri site is categorised as the liquefiable layer during the Jogja Earthquakeand potentially to liquefy on shallow depth. In general, this study could warn the people forthe impact of soil liquefaction if the stronger earthquake happens in the future.
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Robertson, P. K., C. E. (Fear) Wride, B. R. List, U. Atukorala, K. W. Biggar, P. M. Byrne, R. G. Campanella, et al. "The Canadian Liquefaction Experiment: an overview." Canadian Geotechnical Journal 37, no. 3 (June 1, 2000): 499–504. http://dx.doi.org/10.1139/t00-043.
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The Canadian geotechnical engineering community has completed a major collaborative 5 year research project entitled the Canadian Liquefaction Experiment (CANLEX). The main objective of the project was to study the phenomenon of soil liquefaction, which can occur in saturated sandy soils and is characterized by a large loss of strength or stiffness resulting in substantial deformations. In many areas of Canada, large structures are constructed on or comprise sandy soils, e.g., some major hydroelectricity earth dams and many tailings impoundments in the mining industry. The behaviour of loose sandy soils can be difficult to predict, but can have a significant financial impact on these types of engineering structures. Consequently, the intent of the CANLEX project was to improve the overall understanding of soil liquefaction. This paper provides an overview of the CANLEX project, outlining the project objectives, major achievements, and conclusions. Four companion papers describe different aspects of the project; thus, together, the five papers provide a summary of the CANLEX project.Key words: geotechnical, liquefaction, CANLEX, collaborative project.
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TOHNO, Ikuo. "Soft ground and soil liquefaction." Journal of Geography (Chigaku Zasshi) 98, no. 6 (1989): 738–45. http://dx.doi.org/10.5026/jgeography.98.6_738.
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Towhata, I., Y. Taguchi, T. Hayashida, S. Goto, Y. Shintaku, Y. Hamada, and S. Aoyama. "Liquefaction perspective of soil ageing." Géotechnique 67, no. 6 (June 2017): 467–78. http://dx.doi.org/10.1680/jgeot.15.p.046.
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Seed, H. Bolton. "Design Problems in Soil Liquefaction." Journal of Geotechnical Engineering 113, no. 8 (August 1987): 827–45. http://dx.doi.org/10.1061/(asce)0733-9410(1987)113:8(827).
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Rydelek, Paul A., and Martitia Tuttle. "Explosive craters and soil liquefaction." Nature 427, no. 6970 (January 2004): 115–16. http://dx.doi.org/10.1038/427115a.
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Kramer, Steven L., and Roy T. Mayfield. "Return Period of Soil Liquefaction." Journal of Geotechnical and Geoenvironmental Engineering 133, no. 7 (July 2007): 802–13. http://dx.doi.org/10.1061/(asce)1090-0241(2007)133:7(802).
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Li, Zhao Yan, and Yu Guan. "Analysis of Soil Liquefied and Damage Phenomenon at Home and Abroad." Advanced Materials Research 1028 (September 2014): 305–10. http://dx.doi.org/10.4028/www.scientific.net/amr.1028.305.
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Saturated soil liquefaction of macroscopic signs are surface sand boil, ground pavement cracks, landslides, farmland covered by sand, foundation is not uniform settlement led to the building sink and even cause damage to buildings and other instability. The phenomenon of soil liquefaction damage occurred many times at home and abroad in the earthquake history. By the research of the future, this paper combs the domestic and foreign typical seismic liquefaction phenomenon and refining mechanism of soil liquefaction.