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Relevant bibliographies by topics / Soil liquefaction

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Academic literature on the topic 'Soil liquefaction'

Author: Grafiati

Published: 4 June 2021

Last updated: 1 August 2024

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Journal articles on the topic "Soil liquefaction"

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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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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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Alqawasmeh, Hasan, Yazan Alzubi, and Ali Mahamied. "State-of-the-Art Review: Fiber-Reinforced Soil as a Proactive Approach for Liquefaction Mitigation and Risk Management." Journal of Engineering 2023 (September 26, 2023): 1–22. http://dx.doi.org/10.1155/2023/8737304.

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Soil liquefaction is a phenomenon that occurs in which the behavior of soils changes from solid to viscous liquid due to the effect of earthquake intensity or other sudden loadings. The earthquake results in excess pore water pressure, which leads to saturated loose soil with weaker characteristics and potentially causes large ground deformation and lateral spreading. Soil liquefaction is a dangerous event that can lead to catastrophic outcomes for humans and infrastructures, especially in countries prone to earthquake shaking, where soil liquefaction is considered one of the most prevalent types of ground failure. Hence, precautions to reduce and/or prevent soil liquefaction are essential and required. One of the countermeasures to avoid soil liquefaction is the introduction of fibers in the soil since fibers can act as reinforcement by enhancing the soil’s strength and resistance to liquefaction. The process of including fibers into the soil is known as soil stabilization and is considered one of the ground improvement techniques. Therefore, this paper aims to summarize and review the consequences of adding fiber as a reinforcement technique to overcome the issue of soil liquefaction.

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Anderson, Donald J., Kevin W. Franke, Robert E. Kayen, Shideh Dashti, and Mahir Badanagki. "The Over-Prediction of Seismically Induced Soil Liquefaction during the 2016 Kumamoto, Japan Earthquake Sequence." Geosciences 13, no. 1 (December 27, 2022): 7. http://dx.doi.org/10.3390/geosciences13010007.

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Following the M7.0 strike-slip earthquake near Kumamoto, Japan, in April of 2016, most geotechnical engineering experts believed that there would be significant soil liquefaction and liquefaction-induced infrastructure damage observed in the densely populated city of Kumamoto during the post-event engineering reconnaissance. This belief was driven by several factors including the young geologic environment, alluvially deposited soils, a predominance of loose sandy soils documented in publicly available boring logs throughout the region, and the high intensity ground motions observed from the earthquake. To the surprise of many of the researchers, soil liquefaction occurred both less frequently and less severely than expected. This paper summarizes findings from our field, laboratory, and simplified analytical studies common to engineering practice to assess the lower occurrence of liquefaction. Measured in situ SPT and CPT resistance values were evaluated with current liquefaction triggering procedures. Minimally disturbed samples were subjected to cyclic triaxial testing. Furthermore, an extensive literature review on Kumamoto volcanic soils was performed. Our findings suggest that current liquefaction triggering procedures over-predict liquefaction frequency and effects in alluvially deposited volcanic soils. Volcanic soils were found to possess properties of soil crushability, high fines content, moderate plasticity, and unanticipated organic constituents. Cyclic triaxial tests confirm the high liquefaction resistance of these soils. Moving forward, geotechnical engineers should holistically consider the soil’s mineralogy and geology before relying solely on simplified liquefaction triggering procedures when evaluating volcanic soils for liquefaction.

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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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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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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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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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Dissertations / Theses on the topic "Soil liquefaction"

1

Cho, Gye Chun. "Unsaturated soil stiffness and post-liquefaction shear strength." Diss., Georgia Institute of Technology, 2001. http://hdl.handle.net/1853/21010.

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Mayfield, Roy T. "The return period of soil liquefaction /." Thesis, Connect to this title online; UW restricted, 2007. http://hdl.handle.net/1773/10209.

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GUILLEN, JORGE LUIS CARDENAS. "ELASTO-PLASTICITY MODELLING OF SOIL LIQUEFACTION." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2008. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=25812@1.

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PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO
CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
Mudanças das propriedades dos solos devido à ação de carregamentos dinâmicos são responsáveis por danos significativos em geo-estruturas, tais como: barragens, estruturas de concentração, fundações, taludes, etc. A ocorrência do fenômeno da liquefação, em materiais suscetíveis como areias fofas saturadas, representa um tipo de resposta desastrosa de solos. O termo liquefação tem sido empregado para descrever uma variedade de fenômenos no qual tem em comum o desenvolvimento de altas poropressões em materiais saturados sem coesão devido a carregamentos monotônicos , transientes ou ciclios. A previsão da liquefação depende de uma adequada análise do comportamento não-drenado do material, em termos do incremento de poropressões e da perda da rigidez da mistura sólido-fluido, durante e após o período de movimento. O estabelecimento das equações governantes é essencial para elaboração de um modelo matemático realista para descrever o comportamento físico deste fenômeno. As equações a srem consideradas são: equação de movimento da fase sólida, a equação do movimento da mistura sólido-fluido , a equação de continuidade da fase fluida, as equações de acoplamento das fases e as equações constitutivas desses materiais. Nesta tese a resposta dinâmica do solo foi investigada numericamente mediante a técnica dos elementos finitos. A discretização espacial das equações governantes foi feita através de método de Galerkin e a discretização temporal pelo método de Newmark Generalizado. Um modelo constitutivo elasto-plástico foi considerado para descrever o comportamento mecânico da fase sólida, desenvolvido a partir de conceitos da generealização da teoria da plasticidade, que apresenta algumas vantagens em relação aos outros modelos baseados na teoria da plasticidade clássica. A implementação computacional foi escrito em fortran 90. Exemplos numéricos analisados nesta tese comprovam tanto a eficiência do modelo constitutivo na predição do comportamento do solo sobre liquefação como a confiabilidade do programa computacional elaborado nesta pesquisa, em termos da rapidez de processamento e da boa precisão dos resultados, quando comparados com soluções analíticas e outros valores numéricos obtidos por vários autores e diferentes modelos constitutivos.
Changes in soil properties due to the action of dynamic loads are responsible for significant damage of geo-structures such as dams, retaining structures,building foundations, slopes, etc. The occurrence of liquefaction phenomena in susceptible materials, such as loose saturated, represents a type of disastrous response of soil, the term liquefaction has been used to refer to a group of phenomena wich have in common the development of high pore pressures in saturated cohesionless mterial due to monotonic, transient, or cyclic loads. The prediction of soil liquefaction depends of an adequate analysis of the behavior of undrained materials, in terms of increase of pore water pressure and weakening of the solid-fluid mixture, during and after the periodic motion. The establishment of the governing equations is essential to provide a realistic mathematical model to describe the physical behavior of this phenomenon. The system of equations to be considered are: the equilibrium equation of the solid phase, the equilibrium equation of the solid-fluid mixture, the conservation mass of the fluid phase, the coupling equation of phases, and the conservation equations of materials. In this thesis the soil dynamic response was numerically investigated by the finite element method. To obtain the spatial discretization in time was the Generalized Newmark method. An elastic-plastic constitutive model was used to describe the mechanical behavior of the solid phase. This model was developed in the framework of the generalized theory of plasticity, wich has some advantages when compared with other models based on the classical plasticity theory. The computacional implementation was written in fortran 90. Numerical examples considered in this thesis demonstrate the efficiency of the constitutive model to simulated the predicted behavior of soil under liquefaction as well as the reliability of the software developed in this research, in terms of computational effort and good accuracy of the results, when compared with some analytical solutions and other numerical values obtained by various authors and different constitutive models.

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Song, Chi-Yong. "Numerical formulation for a dynamic analysis of the plastic behavior in saturated granular soils." Columbus, Ohio Ohio State University, 2003. http://rave.ohiolink.edu/etdc/view?acc%5Fnum=osu1070309764.

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Thesis (Ph. D.)--Ohio State University, 2003.
Title from first page of PDF file. Document formatted into pages; contains xix, 246 p.; also includes graphics. Includes abstract and vita. Advisor: William E. Wolfe, Dept. of Civil Engineering. Includes bibliographical references (p. 137-142).

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Worthen, Diana. "Critical state framework and liquefaction of fine-grained soils." Pullman, Wash. : Washington State University, 2009. http://www.dissertations.wsu.edu/Thesis/Summer2009/D_Worthen_062209.pdf.

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Thesis (M.S. in civil engineering)--Washington State University, August 2009.
Title from PDF title page (viewed on Aug. 10, 2009). "Department of Civil and Environmental Engineering." Includes bibliographical references (p. 45-46).

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Adalier, Korhan. "Mitigation of earthquake induced liquefaction hazards." online access from Digital Dissertation Consortium access full-text, 1996. http://libweb.cityu.edu.hk/cgi-bin/er/db/ddcdiss.pl?9635658.

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Chung, Jae-Won. "Development of a geographic information system-based virtual geotechnical database and assessment of liquefaction potential for the St. Louis Metropolitan area." Diss., Rolla, Mo. : University of Missouri-Rolla, 2007. http://scholarsmine.mst.edu/thesis/pdf/Chung_09007dcc80483011.pdf.

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Thesis (Ph. D.)--University of Missouri--Rolla, 2007.
Vita. The entire thesis text is included in file. Title from title screen of thesis/dissertation PDF file (viewed March 24, 2008) Includes bibliographical references (p. 145-155).

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Daftari, Abbas. "New approach in prediction of soil liquefaction." Doctoral thesis, Technische Universitaet Bergakademie Freiberg Universitaetsbibliothek "Georgius Agricola", 2015. http://nbn-resolving.de/urn:nbn:de:bsz:105-qucosa-192304.

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Liquefaction is the phenomena when there is loss of strength in saturated and cohesion-less soils because of increased pore water pressures and hence reduced effective stresses due to dynamic loading. It is a phenomenon in which the strength and stiffness of a soil is reduced by earthquake shaking or other rapid loading. In this study, after the short review of liquefaction definition, the models of prediction and estimation of liquefaction were considered. Application of numerical modelling with two major software (FLAC & PLAXIS) for the Wildlife site liquefaction, under superstition earthquake in 1987 were compared and analysed. Third step was started with introduction of Fuzzy logic and neural network as two common intelligent mathematical methods. These two patterns for prediction of soil liquefaction were combined. The “Neural network- Fuzzy logic-Liquefaction- Prediction” (NFLP) was applied for liquefaction prediction in Wildlife site. The results show the powerful prediction of liquefaction happening with high degree of accuracy in this case.

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

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Anderson, Donald Jared. "Understanding Soil Liquefaction of the 2016 Kumamoto Earthquake." BYU ScholarsArchive, 2019. https://scholarsarchive.byu.edu/etd/7135.

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The Kumamoto earthquake of April 2016 produced two foreshocks of moment magnitude 6.0 and 6.2 and a mainshock of 7.0, which should have been followed by widespread and intense soil liquefaction. A Geotechnical Extreme Events Reconnaissance team (GEER) led by Professor Rob Kayen of UC Berkley was dispatched to the Kumamoto Plain--which is in Kumamoto Prefecture, the southern main island of Japan--immediately following the earthquake. The Japanese and U.S. engineers in the GEER team observed mostly minor and sporadic liquefaction, which was unexpected as the local site geology, known soil stratigraphy, and intensity of the seismic loading made the Kumamoto Plain ripe for soil liquefaction. The paucity and limited scale of liquefaction shows a clear gap in our understanding of liquefaction in areas with volcanic soils. This study is a direct response to the GEER team's preliminary findings regarding the lack of significant liquefaction. An extensive literature review was conducted on the Kumamoto Plain and its volcanic soil. The liquefaction of the 2016 Kumamoto Earthquake was also researched, and several sites were selected for further analysis. Four sites were analyzed with SPT, CPT, and laboratory testing during the spring of 2017. A slope stability analysis and undisturbed testing were performed for specific sites. The results of the analysis show a general over-prediction of SPT and CPT methods when determining liquefaction hazard. The Youd et al. (2001) NCEES method was the most consistent and accurate in determining liquefaction. The soils in the area including sands and gravels had high levels of fines, plasticity, and organic matter due to the weathering of volcanic ash and pyroclastic material. The volcanically derived coarse-grained soils may also have exhibited some crushability, which gave lower resistance readings. Filled river channels had the worst liquefaction with natural levees and the Kumamoto flood plains having only minor liquefaction. Publicly available boring logs rarely showed laboratory test data of bore holes which led to a general inaccurate soil classification. Boring logs were also not updated with laboratory classifications and data. Undisturbed cyclic triaxial testing of soils at one site showed that volcanic soils had relatively high resistance to soil liquefaction, though drying of samples may have compromised the results. Embankment cracking at one test location was calculated a lateral spread and a seismic slope failure along the pyroclastic flow deposit.

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Books on the topic "Soil liquefaction"

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S, Cakmak A., and International Conference on Soil Dynamics and Earthquake Engineering (3rd : 1987 : Princeton, N.J.), eds. Soil dynamics and liquefaction. Amsterdam: Elsevier, 1987.

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S, Cakmak A., ed. Soil dynamics and liquefaction. Amsterdam: Elsevier, co-published with Computational Mechanics, 1987.

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W, Boulanger R., ed. Soil liquefaction during earthquakes. Berkeley: Earthquake engineering research institute, 2008.

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Ken, Been, ed. Soil liquefaction: A critical state approach. London: Taylor & Francis, 2006.

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Wride, C. E. CANLEX, the Canadian liquefaction experiment. Richmond, B.C: Bi Tech Publishers, 1997.

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Tsukamoto, Yoshimichi, and Kenji Ishihara. Advances in Soil Liquefaction Engineering. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-15-5479-7.

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Hynes, Mary Ellen. Probabilistic liquefaction analysis. Washington, DC: Division of Engineering Technology, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1999.

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Hynes, M. E. Probabilistic liquefaction analysis. Washington, D.C: U.S. Nuclear Regulatory Commission, 1990.

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Carter, Robert R. Cone penetration testing for evaluating the liquefaction potential of sands. Denver, Colo: Geotechnical Services Branch, Research and Laboratory Services Division, U.S. Dept. of the Interior, Bureau of Reclamation, 1988.

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Huang, Yu, and Miao Yu. Hazard Analysis of Seismic Soil Liquefaction. Singapore: Springer Singapore, 2017. http://dx.doi.org/10.1007/978-981-10-4379-6.

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Book chapters on the topic "Soil liquefaction"

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Jia, Junbo. "Liquefaction." In Soil Dynamics and Foundation Modeling, 227–50. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-40358-8_7.

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Hamada, Masanori. "Soil Liquefaction and Countermeasures." In Springer Series in Geomechanics and Geoengineering, 125–52. Tokyo: Springer Japan, 2014. http://dx.doi.org/10.1007/978-4-431-54892-8_3.

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Wang, John G. Z. Q., and K. Tim Law. "Seismic liquefaction of soil." In Siting in earthquake zones, 70–89. London: Routledge, 2022. http://dx.doi.org/10.1201/9780203739648-7.

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Cudmani, Roberto. "Soil Liquefaction: Mechanism and Assessment of Liquefaction Susceptibility." In Seismic Design of Industrial Facilities, 485–97. Wiesbaden: Springer Fachmedien Wiesbaden, 2013. http://dx.doi.org/10.1007/978-3-658-02810-7_41.

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Ang, A. H.-S., and J. A. Pires. "Stochastic Dynamics of Soil Liquefaction." In Stochastic Structural Dynamics 2, 1–16. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/978-3-642-84534-5_1.

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Huang, Yu, and Miao Yu. "Macroscopic Characteristics of Seismic Liquefaction." In Hazard Analysis of Seismic Soil Liquefaction, 11–33. Singapore: Springer Singapore, 2017. http://dx.doi.org/10.1007/978-981-10-4379-6_2.

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Daoud, Samar, Imen Said, Samir Ennour, and Mounir Bouassida. "Evaluation of Liquefaction Potential of New Caledonian Nickel Ores." In Soil Testing, Soil Stability and Ground Improvement, 149–61. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-61902-6_13.

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González Acosta, José León, Abraham P. van den Eijnden, and Michael A. Hicks. "Liquefaction Assessment and Soil Spatial Variation." In Challenges and Innovations in Geomechanics, 283–90. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-12851-6_34.

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Huang, Yu, and Miao Yu. "Comprehensive Evaluation of Liquefaction Damage During Earthquakes." In Hazard Analysis of Seismic Soil Liquefaction, 141–65. Singapore: Springer Singapore, 2017. http://dx.doi.org/10.1007/978-981-10-4379-6_7.

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Huang, Yu, and Miao Yu. "Introduction." In Hazard Analysis of Seismic Soil Liquefaction, 1–9. Singapore: Springer Singapore, 2017. http://dx.doi.org/10.1007/978-981-10-4379-6_1.

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Conference papers on the topic "Soil liquefaction"

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Wang, Rui, Qianqian Hu, Xing Liu, and Jian-Min Zhang. "Influence of Liquefaction History on Liquefaction Susceptibility." In Geotechnical Earthquake Engineering and Soil Dynamics V. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481455.030.

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Holzer, Thomas L. "Probabilistic Liquefaction Hazard Mapping." In Geotechnical Earthquake Engineering and Soil Dynamics Congress IV. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40975(318)30.

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Elfass, Sherif A., Gary M. Norris, and Ellen Jacobson. "Computer Simulation of Soil Liquefaction." In GeoCongress 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40803(187)267.

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Been, Ken, and Allen Li. "Soil Liquefaction and Paste Tailings." In Twelfth International Seminar on Paste and Thickened Tailings. Australian Centre for Geomechanics, Perth, 2009. http://dx.doi.org/10.36487/acg_repo/963_32.

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Stoynev, Stefcho, Boyko Berov, and Plamen Ivanov. "SOIL LIQUEFACTION HAZARD IN BULGARIA." In 21st SGEM International Multidisciplinary Scientific GeoConference Proceedings 2021. STEF92 Technology, 2021. http://dx.doi.org/10.5593/sgem2021/1.1/s02.036.

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Zeghal, Mourad, Nithyagopal Goswami, Majid Manzari, and Bruce Kutter. "Performance of a Soil Liquefaction Model." In Sixth Biot Conference on Poromechanics. Reston, VA: American Society of Civil Engineers, 2017. http://dx.doi.org/10.1061/9780784480779.045.

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Juang, C. Hsein, Sunny Ye Fang, and David Kun Li. "Reliability Analysis of Soil Liquefaction Potential." In Geo-Frontiers Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40779(158)24.

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Park, Sung-Sik, and P. M. Byrne. "Multi-Plane Model for Soil Liquefaction." In Geo-Frontiers Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40786(165)6.

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Mijic, Zorana, Jonathan D. Bray, Michael F. Riemer, Misko Cubrinovski, and Sean D. Rees. "Liquefaction Potential of Christchurch Silty Soil." In Geo-Congress 2024. Reston, VA: American Society of Civil Engineers, 2024. http://dx.doi.org/10.1061/9780784485316.011.

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Kramer, Steven L., Samuel S. Sideras, Michael W. Greenfield, and Behnam Hushmand. "Liquefaction, Ground Motions, and Pore Pressures at the Wildlife Liquefaction Array in the 1987 Superstition Hills Earthquake." In Geotechnical Earthquake Engineering and Soil Dynamics V. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481455.037.

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Reports on the topic "Soil liquefaction"

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Bray, Jonathan, Ross Boulanger, Misko Cubrinovski, Kohji Tokimatsu, Steven Kramer, Thomas O'Rourke, Ellen Rathje, Russell Green, Peter Robertson, and Christine Beyzaei. U.S.—New Zealand— Japan International Workshop, Liquefaction-Induced Ground Movement Effects, University of California, Berkeley, California, 2-4 November 2016. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, March 2017. http://dx.doi.org/10.55461/gzzx9906.

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There is much to learn from the recent New Zealand and Japan earthquakes. These earthquakes produced differing levels of liquefaction-induced ground movements that damaged buildings, bridges, and buried utilities. Along with the often spectacular observations of infrastructure damage, there were many cases where well-built facilities located in areas of liquefaction-induced ground failure were not damaged. Researchers are working on characterizing and learning from these observations of both poor and good performance. The “Liquefaction-Induced Ground Movements Effects” workshop provided an opportunity to take advantage of recent research investments following these earthquake events to develop a path forward for an integrated understanding of how infrastructure performs with various levels of liquefaction. Fifty-five researchers in the field, two-thirds from the U.S. and one-third from New Zealand and Japan, convened in Berkeley, California, in November 2016. The objective of the workshop was to identify research thrusts offering the greatest potential for advancing our capabilities for understanding, evaluating, and mitigating the effects of liquefaction-induced ground movements on structures and lifelines. The workshop also advanced the development of younger researchers by identifying promising research opportunities and approaches, and promoting future collaborations among participants. During the workshop, participants identified five cross-cutting research priorities that need to be addressed to advance our scientific understanding of and engineering procedures for soil liquefaction effects during earthquakes. Accordingly, this report was organized to address five research themes: (1) case history data; (2) integrated site characterization; (3) numerical analysis; (4) challenging soils; and (5) effects and mitigation of liquefaction in the built environment and communities. These research themes provide an integrated approach toward transformative advances in addressing liquefaction hazards worldwide. The archival documentation of liquefaction case history datasets in electronic data repositories for use by the broader research community is critical to accelerating advances in liquefaction research. Many of the available liquefaction case history datasets are not fully documented, published, or shared. Developing and sharing well-documented liquefaction datasets reflect significant research efforts. Therefore, datasets should be published with a permanent DOI, with appropriate citation language for proper acknowledgment in publications that use the data. Integrated site characterization procedures that incorporate qualitative geologic information about the soil deposits at a site and the quantitative information from in situ and laboratory engineering tests of these soils are essential for quantifying and minimizing the uncertainties associated site characterization. Such information is vitally important to help identify potential failure modes and guide in situ testing. At the site scale, one potential way to do this is to use proxies for depositional environments. At the fabric and microstructure scale, the use of multiple in situ tests that induce different levels of strain should be used to characterize soil properties. The development of new in situ testing tools and methods that are more sensitive to soil fabric and microstructure should be continued. The development of robust, validated analytical procedures for evaluating the effects of liquefaction on civil infrastructure persists as a critical research topic. Robust validated analytical procedures would translate into more reliable evaluations of critical civil infrastructure iv performance, support the development of mechanics-based, practice-oriented engineering models, help eliminate suspected biases in our current engineering practices, and facilitate greater integration with structural, hydraulic, and wind engineering analysis capabilities for addressing multi-hazard problems. Effective collaboration across countries and disciplines is essential for developing analytical procedures that are robust across the full spectrum of geologic, infrastructure, and natural hazard loading conditions encountered in practice There are soils that are challenging to characterize, to model, and to evaluate, because their responses differ significantly from those of clean sands: they cannot be sampled and tested effectively using existing procedures, their properties cannot be estimated confidently using existing in situ testing methods, or constitutive models to describe their responses have not yet been developed or validated. Challenging soils include but are not limited to: interbedded soil deposits, intermediate (silty) soils, mine tailings, gravelly soils, crushable soils, aged soils, and cemented soils. New field and laboratory test procedures are required to characterize the responses of these materials to earthquake loadings, physical experiments are required to explore mechanisms, and new soil constitutive models tailored to describe the behavior of such soils are required. Well-documented case histories involving challenging soils where both the poor and good performance of engineered systems are documented are also of high priority. Characterizing and mitigating the effects of liquefaction on the built environment requires understanding its components and interactions as a system, including residential housing, commercial and industrial buildings, public buildings and facilities, and spatially distributed infrastructure, such as electric power, gas and liquid fuel, telecommunication, transportation, water supply, wastewater conveyance/treatment, and flood protection systems. Research to improve the characterization and mitigation of liquefaction effects on the built environment is essential for achieving resiliency. For example, the complex mechanisms of ground deformation caused by liquefaction and building response need to be clarified and the potential bias and dispersion in practice-oriented procedures for quantifying building response to liquefaction need to be quantified. Component-focused and system-performance research on lifeline response to liquefaction is required. Research on component behavior can be advanced by numerical simulations in combination with centrifuge and large-scale soil–structure interaction testing. System response requires advanced network analysis that accounts for the propagation of uncertainty in assessing the effects of liquefaction on large, geographically distributed systems. Lastly, research on liquefaction mitigation strategies, including aspects of ground improvement, structural modification, system health monitoring, and rapid recovery planning, is needed to identify the most effective, cost-efficient, and sustainable measures to improve the response and resiliency of the built environment.

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Brandenberg, Scott, Jonathan Stewart, Kenneth Hudson, Dong Youp Kwak, Paolo Zimmaro, and Quin Parker. Ground Failure of Hydraulic Fills in Chiba, Japan and Data Archival in Community Database. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, July 2024. http://dx.doi.org/10.55461/amnh7013.

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This report describes analysis of ground failure and lack thereof observed in the Mihama Ward portion of Chiba, Japan following the 2011 M9.0 Tohoku Earthquake. In conjunction with this work, we have also significantly expanded the laboratory component of the Next Generation Liquefaction (NGL) relational database. The district referred to as Mihama Ward is on ground composed of hydraulic fill sluiced in by pipes, thereby resulting in a gradient of soil coarseness, with coarser soils deposited near the pipes and fine-grained soils carried further away. Observations from local researchers at Chiba University following the 2011 Tohoku Earthquake indicate that ground failure was observed closer to the locations where the pipes deposited the soil, and not further away. This ground failure consisted of extensive sand boiling and ground cracking, which led to building settlement and pipe breaks. Our hypothesis at the outset of the project was that liquefaction susceptibility might explain the pattern of ground failure. Specifically, soils deposited near the pipes are susceptible due to their coarser texture, while soils further from the pipes may be non-susceptible due to the presence of clay minerals and higher plasticity. Were this hypothesis borne out by evidence, soil in the transition zone would have provided important insights about liquefaction susceptibility. Based on testing of soils in our laboratory, we find this hypothesis to be only partially correct. We have confirmed that there are regions with high clay contents and no ground failure and other regions with predominantly granular soils and extensive surface manifestation of liquefaction. Where the hypothesis breaks down is in the transition zone, where we found that the fine-grained soils are non-plastic, and therefore they are susceptible to liquefaction. Our interpretation is that these silt materials likely liquefied during the earthquake, but did not manifest liquefaction. Two factors may have contributed to this lack of manifestation: (1) level ground conditions and lack of large driving static shear stresses (structures in the region are light residential construction) and (2) the silt is less likely to erode to the surface and form silt boils than the sandier soils that produced surface manifestations. This case history points to the importance of separating triggering (defined as the development of significant excess pore pressure and loss of strength) from manifestation (defined as observations of ground failure, including cracking, sand boils, and lateral spreading). The Mihama Ward case history involved laboratory tests performed by Tokyo Soil Research Co. Ltd. and the UCLA geotechnical laboratory. Given the importance of this data to the understanding of this case history, we recognized a need to incorporate laboratory tests in the NGL database alongside field tests and liquefaction observations. We therefore developed an organizational structure for laboratory tests, including direct simple shear, triaxial compression, and consolidation, and implemented the schema in the NGL database. We then uploaded data from tests performed by Tokyo Soil and UCLA. Furthermore, numerous other researchers have also uploaded laboratory test data for other sites. This report describes the organizational structure of the laboratory component of the database, and a tool for interacting with laboratory data.

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Steudlein, Armin, Besrat Alemu, T. Matthew Evans, Steven Kramer, Jonathan Stewart, Kristin Ulmer, and Katerina Ziotopoulou. PEER Workshop on Liquefaction Susceptibility. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, May 2023. http://dx.doi.org/10.55461/bpsk6314.

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Seismic ground failure potential from liquefaction is generally undertaken in three steps. First, a susceptibility evaluation determines if the soil in a particular layer is in a condition where liquefaction triggering could potentially occur. This is followed by a triggering evaluation to estimate the likelihood of triggering given anticipated seismic demands, environmental conditions pertaining to the soil layer (e.g., its depth relative to the ground water table), and the soil state. For soils where triggering can be anticipated, the final step involves assessments of the potential for ground failure and its impact on infrastructure systems. This workshop was dedicated to the first of these steps, which often plays a critical role in delineating risk for soil deposits with high fines contents and clay-silt-sand mixtures of negligible to moderate plasticity. The workshop was hosted at Oregon State University on September 8-9, 2022 and was attended by 49 participants from the research, practice, and regulatory communities. Through pre-workshop polls, extended abstracts, workshop presentations, and workshop breakout discussions, it was demonstrated that leaders in the liquefaction community do not share a common understanding of the term “susceptibility” as applied to liquefaction problems. The primary distinction between alternate views concerns whether environmental conditions and soil state provide relevant information for a susceptibility evaluation, or if susceptibility is a material characteristic. For example, a clean, dry, dense sand in a region of low seismicity is very unlikely to experience triggering of liquefaction and would be considered not susceptible by adherents of a definition that considers environmental conditions and state. The alternative, and recommended, definition focusing on material susceptibility would consider the material as susceptible and would defer consideration of saturation, state, and loading effects to a separate triggering analysis. This material susceptibility definition has the advantage of maintaining a high degree of independence between the parameters considered in the susceptibility and triggering phases of the ground failure analysis. There exist differences between current methods for assessing material susceptibility – the databases include varying amount of test data, the materials considered are distinct (from different regions) and have been tested using different procedures, and the models can be interpreted as providingdifferent outcomes in some cases. The workshop reached a clear consensus that new procedures are needed that are developed using a new research approach. The recommended approach involves assembling a database of information from sites for which in situ test data are available (borings with samples, CPTs), cyclic test data are available from high-quality specimens, and a range of index tests are available for important layers. It is not necessary that the sites have experienced earthquake shaking for which field performance is known, although such information is of interest where available. A considerable amount of data of this type are available from prior research studies and detailed geotechnical investigations for project sites by leading geotechnical consultants. Once assembled and made available, this data would allow for the development of models to predict the probability of material susceptibility given various independent variables (e.g., in-situ tests indices, laboratory index parameters) and the epistemic uncertainty of the predictions. Such studies should be conducted in an open, transparent manner utilizing a shared database, which is a hallmark of the Next Generation Liquefaction (NGL) project.

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Litzelfelner. L51592 Development of Pipeline Stability Design Guidelines for Liquefaction and Scour. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), February 1989. http://dx.doi.org/10.55274/r0010541.

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Documents and evaluates the current state of the art for assessing offshore pipeline stability for both liquefaction and scour conditions. Includes a PC-based computer program to assess pipeline stability conditions. The PC program includes a soil liquefaction program, a scour program, and a data base of referenced reports. 3 diskettes

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Steedman, R. S., and S. P. Madabhushi. Earthquake-Induced Liquefaction of Confined Soil Zones: A Centrifuge Study. Fort Belvoir, VA: Defense Technical Information Center, November 1992. http://dx.doi.org/10.21236/ada260111.

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Ahmed, S. B., R. J. Hunt, and W. E. III Manrod. Y-12 site-specific earthquake response analysis and soil liquefaction assessment. Office of Scientific and Technical Information (OSTI), September 1995. http://dx.doi.org/10.2172/164919.

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Honegger, Wijewickreme, and Monroy. L52325 Assessment of Geosynthetic Fabrics to Reduce Soil Loads on Buried Pipelines - Phase I and II. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), December 2011. http://dx.doi.org/10.55274/r0010398.

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High soil loads on buried pipelines can lead to unacceptably high pipeline strains developed in response to permanent ground displacement. Common causes of permanent ground displacement are related to slope instability as a result of heavy precipitation or ground subsidence. In addition, several permanent ground displacement hazards are related to earthquakes including surface fault displacement, triggered landslide movement, surface ground settlement related to liquefaction, and lateral spread displacement. Result: Four specific areas of investigation were completed: 1.Performed baseline tests in moist sand to confirm minimal difference in horizontal soil restraint between moist and dry sand. 2.Performed tests to gauge the variation in horizontal load reduction with separation between the pipe and an inclined trench wall lined with two layers of geotextile. 3.Performed tests in compacted 19 mm (0.75 in) minus sand and crushed limestone (referred to locally in British Columbia as road mulch) to attempt to provide larger difference between horizontal forces developed with and without lining a trench wall with geotextile. 4.Performed tests to attempt to confirm oblique horizontal-axial soil restraint behavior reported in small-scale tests and centrifuge tests. Benefit: Rather than undertake further physical testing to better understand how the presence of single or dual layers of geotextile fabric changes the mechanisms by which soil restraint develops for horizontal ground displacement, future efforts should focus on numerical simulation preferably using discrete element methods. Until full-scale test data are available to confirm consistent prediction of oblique horizontal-axial soil restraint, the practice of treating horizontal and axial soil springs independently in the analysis of buried pipeline response to ground displacement, as is the current practice, should be maintained.

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Khosravifar, Arash. COMBINED EFFECTS OF LATERAL SPREADING AND SUPERSTRUCTURE INERTIA. Deep Foundations Institute, December 2023. http://dx.doi.org/10.37308/cpf-2020-drsh-2.

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The seismic behavior of a RC pile with a diameter of 0.25 m subjected to liquefaction-induced lateral spreading was investigated using a shake table experiment that was conducted at the University of California, San Diego by Professor Ahmed Elgamal and Dr. Ahmed Ebeido (Ebeido and Elgamal 2019). A sinusoidal motion was applied at the base of a model that was inclined by 4 degrees. The loose and dense sand layers liquefied during the test, resulting in a permanent lateral spreading displacement of approximately 0.4 m (Figure E1). The pile was subjected to the combined effects of inertial loads from the acceleration of the superstructure mass and kinematic loads from the overlying nonliquefiable, dry crust. The dynamic responses of the soil and pile were analyzed to evaluate the relative contributions of inertial and kinematic loads during critical cycles (i.e., at the time of maximum inertia and the time of maximum pile strains). It was found that large pile strains developed after liquefaction was triggered. Large pile strains (and curvature) were recorded at a shallow depth within the crust (0.49 m) and a deeper location below the loose liquefiable sand (1.89 m). Large pile strains at shallow depth were found to be correlated with the inertial loads applied in the upslope direction. These upslope inertial loads were resisted by downslope crust loads, indicating an out-of-phase interaction. In contrast, large pile strains that occurred at deeper locations were correlated with downslope inertial loads and were accompanied by zero crust load, indicating that there was no lateral spreading force during the downslope inertial cycles. A gap at the downslope area in front of the pile formed because the soil displacements exceeded the pile displacements during the cyclic phase after liquefaction was triggered. The lack of crust load during the downslope inertial cycles is attributed to the pile head outrunning the crust displacement and causing the pile to be pushed into the gap at the downslope area in front of the pile. The interaction of inertia and kinematics appears to be a site- and project-specific phenomena. Therefore,the findings of this study—and, specifically, the lack of lateral spreading crust load during downslope inertial cycles—should be considered in design as one possible scenario in addition to the scenarios from several other studies that suggest combining the inertial loads with a lateral spreading force (e.g., Boulanger et al. 2007, Turner et al. 2016, Souri et al. 2022, Tokimatsu et al. 2005, Cubrinovski et al 2017).

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