Relevant bibliographies by topics / Embankment on soft soils

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Academic literature on the topic 'Embankment on soft soils'

Author: Grafiati
Published: 4 June 2021
Last updated: 1 February 2022

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Journal articles on the topic "Embankment on soft soils"

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Cao, Wei Ping, Min Zhao, and Qi Chao Shi. "A Numerical Analysis on the Behavior of End-Bearing Pile for Supporting Embankment over Soft Soils." Advanced Materials Research 378-379 (October 2011): 502–6. http://dx.doi.org/10.4028/www.scientific.net/amr.378-379.502.

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Piled embankments are increasingly used to construct highways on soft soils. End-bearing piles for supporting embankment exhibit different characteristics for the soil arch developed within the embankments. A numerical analysis was conducted to evaluate the soil stress concentration ratio, pile and soil settlements, pile axial force, negative skin friction (NSF) and location of the neutral plane (NP) during embankment filling and consolidation of soft soils. The results indicate that the stress concentration ratio varies with time and most of the embankment load is born by the pile. The soil pressure on the soft soils increase and reach a maximum value during the filling, then decrease gradually and maintain nearly a constant value at the end of the consolidation. The settlement of shallow soft soils differs significantly from that of the deep soft soils. The location of the NP shows a complicated variation.
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Cao, Wei Ping, and Min Zhao. "Performance of Floating Piles for Supporting Embankments in Soft Soils." Applied Mechanics and Materials 105-107 (September 2011): 1433–37. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.1433.

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Reinforced concrete piles are often used to support highway embankments in soft soils. The performance of floating piles differs significantly from that of end-bearing piles. A numerical analysis was conducted to investigate the soil stress concentration ratio, pile and soil settlements, pile axial force, negative skin friction (NSF) and the location of the neutral plane (NP) during embankment filling and consolidation of soft soils when the soft soils is treated by using reinforced concrete floating piles. The results indicate that the pile axial force as well as negative skin friction is closely time dependent and increase much more quickly during the embankment filling than during the consolidation. The location of the NP exhibits a complicated variation as the pile head loads and the surcharge applied on the soft soils are varying with time. Most of the embankment load is born by pile for the existence of soil arch within the embankment.
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Cao, Wei Ping, and Qi Chao Shi. "Settlements of Existing and Widened Embankments over Soft Soils." Advanced Materials Research 446-449 (January 2012): 1167–71. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1167.

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Increased traffic volume has made it urgent to improve highway capacities by widening the existing embankments in south-eastern coastal areas of China. Adding a new embankment adjacent to the existing embankment will result in additional settlement within the existing embankment. And also, differential settlement will occur between the existing and widened embankment over soft soils. Excessive settlement and/or excessive differential settlement may cause longitudinal cracks, drop-off on the road surface, even local or global instability. A numerical analysis was conducted to investigate the influence of the thickness of soft soils on the development of settlements of the existing and widened embankment. The effect of widening time on the settlements was also discussed. The results indicate that the thicker the soft soils, the more time needed for the existing embankment to reach its final settlements. It is also found that there exists a most appropriate widening time for minimizing the additional settlements of the existing embankment on soft soils with a given thickness.
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Li, Allen Lunzhu, and R. Kerry Rowe. "Combined effects of reinforcement and prefabricated vertical drains on embankment performance." Canadian Geotechnical Journal 38, no. 6 (December 1, 2001): 1266–82. http://dx.doi.org/10.1139/t01-059.

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The behaviour of geosynthetic-reinforced embankments constructed over soft cohesive soils installed with prefabricated vertical drains (PVDs) is investigated by numerically examining an embankment constructed over different foundation soils. The partial consolidation during embankment construction, the consequent shear strength gain of the foundation soil, and the effect of the use of reinforcement on the mobilization of shear strength are examined. It is shown that the combined use of reinforcement and PVDs can significantly increase embankment stability and potentially allow the rapid construction of higher embankments than could be achieved with either method of soil improvement alone. Construction rate and spacing of PVDs can significantly affect the degree of consolidation at the end of construction and the stability of the embankment. For the situation examined, the effect of well resistance of typical vertical drains is insignificant. A relatively simple method for calculating the degree of consolidation and the strength gain of the foundation soil during construction is evaluated based on finite element results and is shown to be reasonably conservative. A design procedure is proposed to combine the design of reinforcement and PVDs.Key words: soft clay, prefabricated vertical drain, reinforcement, embankment stability, consolidation, strength gain.
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Chen, R. P., Y. M. Chen, J. Han, and Z. Z. Xu. "A theoretical solution for pile-supported embankments on soft soils under one-dimensional compression." Canadian Geotechnical Journal 45, no. 5 (May 2008): 611–23. http://dx.doi.org/10.1139/t08-003.

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Pile-supported embankments are increasingly being used for highways, railways, storage tanks, etc. over soft soil because of their effectiveness in accelerating construction and minimizing deformation. The stress transfer mechanisms among all of the components in a piled embankment, including the embankment fill, the piles and (or) caps, and the foundation soils, are complicated. In this study, a closed-form solution for one-dimensional loading was obtained taking into consideration the soil arching in the embankment fill, the negative skin friction along the pile shaft, and the settlement of the foundation soil. In the derivations, the piles, the embankment fill, and the foundation soil were assumed to deform one-dimensionally. This study investigated the stress concentration on top of the pile, the axial load and skin friction distributions along the pile, and the settlement of the embankment. Comparisons demonstrate that the results from this solution are in good agreement with those obtained using a finite element method. It is worth pointing out that this solution should be applied to the piles close to the centerline of the embankment and not to those near the toe of the embankment because of the two-dimensional loading condition near the toe.
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Cao, Wei Ping, Qi Chao Shi, and Wei Wei Hu. "Influence of Widened Embankment on the Slope of Existing Pavement on Soft Soils." Applied Mechanics and Materials 256-259 (December 2012): 1889–92. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.1889.

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Adding a new embankment adjacent to the existing highway embankment is a cost effective choice compared with building another new one and can mitigate the heavy traffic pressure. However, it may also cause some engineering problems including the change of slope of existing pavement or even local or global instability of embankments especially those on soft soils. How to prevent excessive change of the slope of the existing pavement induced by widening the existing embankments is of great importance in engineering practice. A numerical analysis by using a commercial FEM program was performed to explore the influence of the thickness of soft foundation soils, the widening width and the embankment height as well as the starting time of widening construction on the slope of the existing pavement. The results indicate that the bigger the thickness of the foundation soils as well as the bigger the widening width will result in bigger values of the slope of the existing pavement, especially at the early period of reconsolidation. Adverse slope will be induced by widening of the existing embankment.
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Lobbestael, Adam J., Adda Athanasopoulos-Zekkos, and Josh Colley. "Factor of Safety Reduction Factors for Accounting for Progressive Failure for Earthen Levees with Underlying Thin Layers of Sensitive Soils." Mathematical Problems in Engineering 2013 (2013): 1–13. http://dx.doi.org/10.1155/2013/893602.

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The effects of progressive failure on flood embankments with underlying thin layers of soft, sensitive soils are investigated. Finite element analysis allows for investigation of strain-softening effects and progressive failure in soft and sensitive soils. However, limit equilibrium methods for slope stability analysis, widely used in industry, cannot capture these effects and may result in unconservative factors of safety. A parametric analysis was conducted to investigate the effect of thin layers of soft sensitive soils on the stability of flood embankments. A flood embankment was modeled using both the limit equilibrium method and the finite element method. The foundation profile was altered to determine the extent to which varying soft and sensitive soils affected the stability of the embankment, with respect to progressive failure. The results from the two methods were compared to determine reduction factors that can be applied towards factors of safety computed using limit equilibrium methods, in order to capture progressive failure.
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Zhao, Min, and Wei Ping Cao. "A Numerical Analysis of Soil Arching in Piled Embankments." Advanced Materials Research 468-471 (February 2012): 638–42. http://dx.doi.org/10.4028/www.scientific.net/amr.468-471.638.

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Soil arching has important influence on the behavior of piled embankments. How to calculate stress concentration ratio is of great concern when designing embankment over soft soils reinforced by rigid concrete piles. A numerical analysis by using a commercial FEM program was conducted to reveal the mechanism of soil arching in piled embankments. And also, the influence of embankment height, pile-soil relative displacement, cohesion and internal friction angle on the equal settlement plane was evaluated. The results indicate that the stress concentration ratio varies with the pile-subsoil relative displacement and has upper and lower bound value. The effect of pile-soil displacement and the strength parameters of embankment material on the equal settlement plane can be neglected. It was also found that the equal settlement plane height is equal to 1.6 times the pile-cap clear spacing. When the ratio of embankment height to the pile-cap clear spacing is greater than 1.6, no apparent differential settlement will occur on the embankment surface.
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Zhao, Min, Wei Ping Cao, and Qi Chao Shi. "Comparison of the Effect of Soil Treatment Methods Used in Highway Widening Projects." Advanced Materials Research 663 (February 2013): 3–7. http://dx.doi.org/10.4028/www.scientific.net/amr.663.3.

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The rapid development of China’s economics makes it urgent to widen the existing highways especially those located in the south-eastern coastal areas over thick soft soils. Adding a new embankment adjacent to the existing highway embankment is a cost effective choice compared with the traditional methods to build another new one and can reduce the heavy traffic pressure. However, it may also cause some engineering problems including the excessive settlements settlements, road cracks, excessive tensile stresses on the pavement even local or global instability of embankments. So some proper measures should be taken to solve the problems caused by widening is of great importance in engineering practice. A numerical analysis was performed to investigate the effect of different kinds of soft soil treatments including rigid piles, stone columns and prefabricated vertical drains (PVDs) usually used in highway widening projects located in the thick soft soils. It was found that the rigid piles can effectively reduce the additional settlements of the existing embankment induced by widening as well as the settlements of the widened embankment. While the stone columns and PVDs play little role in controlling the additional settlements caused by widening.
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Yapage, Namal, and Samanthika Liyanapathirana. "Behaviour of geosynthetic reinforced column supported embankments." Journal of Engineering, Design and Technology 16, no. 1 (February 5, 2018): 44–62. http://dx.doi.org/10.1108/jedt-10-2015-0062.

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Purpose This paper aims to investigate the behaviour of geosynthetic reinforced deep cement mixed (DCM) column-supported embankments constructed over soft soils. Design/methodology/approach Coupled consolidation analyses based on the finite element method are carried out assuming that the soil and DCM columns are fully saturated porous mediums. In the first part of the paper, a case study of an embankment constructed over a very soft soil deposit in Finland is presented. Two- and three-dimensional finite element models for the case study are developed including isolated and attached DCM columns beneath the embankment to capture the arching mechanism between DCM columns. The model simulations were carried out considering the actual staged construction procedure adopted in the field. Finite element predictions show good agreement with field data and confirm that the load transfer is mainly between attached columns beneath the embankment. Next, the significance of geosynthetic reinforcement on the load transfer mechanism is investigated. Finally, the influence of permeability of columns and soft soil on the performance of geosynthetic reinforcement column-supported embankments is studied. Findings Results demonstrate that the excess pore pressure dissipation rate is fast in DCM column-improved ground compared to the same case without any columns, although the same permeability is assigned to both DCM columns and surrounding soft soil. When DCM column permeability exceeds soil permeability, excess pore pressure dissipation rate shows a remarkable increase compared to that observed when the DCM column permeability is less than or equal to the permeability of surrounding soft soil. [ ] Originality/value This paper investigates the contribution of permeability and geosynthetic layer on the vertical load transfer mechanism of the embankment and modelling issues related to application of the embankment load and the properties of the cement-improved columns.
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Dissertations / Theses on the topic "Embankment on soft soils"

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Manivannan, Ganeshalingam Aerospace Civil &amp Mechanical Engineering Australian Defence Force Academy UNSW. "Viscoplastic modelling of embankments on soft soils." Awarded by:University of New South Wales - Australian Defence Force Academy. School of Aerospace, Civil and Mechanical Engineering, 2005. http://handle.unsw.edu.au/1959.4/38743.

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A major instrumented geosynthetic reinforced approach embankment was constructed to 5.5 m elevation above ground, with prefabricated vertical drains, over a soft compressible clay deposit at Leneghan, Newcastle, Australia in May 1995. The field monitoring of settlements for over six years shows that the embankment manifests significant creep. The instrumentation, field performance and the finite element analyses for predicting the long-term performance of this embankment are described in this thesis. The maximum settlement of 1.1 m was observed one year after the completion of construction. However, the embankment continued to settle at a rate of 0.4 mm/day for the next 5 years. The horizontal displacements of 0.09-0.14 m at various locations and the maximum reinforcement strains of 0.67% were recorded. A numerical model was developed to perform a fully coupled large deformation elasto-viscoplastic finite element analysis for this performance prediction based on creep model proposed by Kutter and Sathialingam (1992). The foundation soil was modelled with creep material behaviour using six noded linear strain triangular elements. A well-documented case history ??? Sackville embankment, New Brunswick, Canada was analysed using this model as a benchmark problem and the model was found to predict all the behaviour characteristics reasonably well. The results obtained from finite element analysis using this model are shown to be in reasonable agreement with the observed performance of Leneghans embankment in terms of settlements, horizontal displacements, excess pore pressures and geosynthetic strains. But, the prediction of settlements was less than satisfactory beyond April 1999. Finite element analyses were performed to study the sensitivity of this embankment behaviour on the variation of hydraulic conductivity values and geosynthetic reinforcement properties. This sensitivity study indicated that the kv variation, the kh/kv ratio and the nominal values of geosynthetic properties adopted in the benchmark analysis are reasonable enough for the long-term behaviour prediction.
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Krenn, Harald. "Numerical modelling of embankments on soft soils." Thesis, University of Strathclyde, 2008. http://oleg.lib.strath.ac.uk:80/R/?func=dbin-jump-full&object_id=21985.

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The design of embankments on soft soils requires a reliable estimate of deformations and stability of the embankment. Natural soft soils are structured materials, and as a consequence they exhibit anisotropy in their stress-strain-strength behaviour. The complex nature of soft soil makes it very difficult for designers to estimate deformations during construction and over time. The properties of very soft clays, silts and organic soils can be improved with deep mixing. Conventional design methods are very limited and do not account for the complex stress-strain-strength behaviour of the soft soil and/or the deep mixed soil. Numerical techniques, such as the finite element method provide a powerful tool, given the complex stress-strain-strength behaviour of the soft soil and/or the deep mixed material can be taken into account using advanced constitutive models. The aim of the thesis is to investigate through 2D and 3D numerical simulations using advanced constitutive models the behaviour of embankments constructed on soft clays. In addition to embankments constructed on natural soils, embankments on deep mixed columns are studied. Simulations investigate the effect of anisotropy, apparent interparticle bonding and destructuration on the predicted response. It was found that ignoring anisotropy and destructuration leads to underprediction of surface settlements and horizontal displacements. However, although the effect of anisotropy was more pronounced than the effect of destructuration, the latter is needed to represent the measured remoulded and natural undrained strength in time. Constitutive models with a hyperbolic stress-strain relationship give a good representation of the non-linear behaviour of deep mixed material. 3D simulations of embankments on deep mixed columns showed that with increasing column spacing, differential settlements occur between column and soil. The results furthermore demonstrate that floating columns can be very effective in settlement reduction.
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Schaefer, Vernon Ray. "Analysis of reinforced embankments and foundations overlying soft soils." Diss., Virginia Polytechnic Institute and State University, 1987. http://hdl.handle.net/10919/49886.

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The use of tensile reinforcement to increase the tensile strength and shear strength of soils has lead to many new applications of reinforced soil. The use of such reinforcing in embankments and foundations over weak soils is one of the most recent applications of this technology. The studies conducted were concerned with the development of and application of analytical techniques to reinforced soil foundations and embankments over weak soils. A finite element computer program was modified for application to reinforced soil structures, including consolidation behavior of the foundation soil. Plane strain and axisymmetric versions of the program were developed and a membrane element developed which has radial stiffness but no flexural stiffness. The applicability of the program was verified by comparing analytical results to case histories of reinforced embankments and to model studies of reinforced foundations. A simplified procedure for computing the bearing capacity of reinforced sand over weak clay was developed which is more general than those previously available. Good agreement with available experimental results was obtained, providing preliminary verification of the procedure. Extensive analyses were made of a reinforced embankment successfully constructed with no sign of distress, and of two reinforced embankments constructed to failure. These analyses showed that good agreement can be obtained between measured and calculated reinforcement forces, settlements, and pore pressures for both working and failure conditions. The analyses further show that the use of the finite element method and limit equilibrium analyses provide an effective approach for the design of reinforced embankments on weak foundations.
Ph. D.
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Zhao, Lin Shuang. "Modelling column-supported and geosynthetic-reinforced embankment on soft soil foundation." Thesis, University of Macau, 2018. http://umaclib3.umac.mo/record=b3951591.

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TEIXEIRA, CHRISTIANO FARIA. "SETTLEMENT ANALYSIS OF AN EMBANKMENT ON VERY SOFT SOIL IN BARRA DA TIJUCA." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2012. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=21333@1.

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PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO
COORDENAÇÃO DE APERFEIÇOAMENTO DO PESSOAL DE ENSINO SUPERIOR
CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
PROGRAMA DE EXCELENCIA ACADEMICA
um depósito de solos muito moles da Barra da Tijuca (Baixada de Jacarepaguá), que pertence a uma planície costeira do Rio de Janeiro (RJ). O perfil de solos muito moles de fundação possuía até 17 m de espessura, caracterizados pelo Nspt igual a 0. O aterro foi construído em etapas e os recalques foram acelerados com a instalação de drenos verticais pré-fabricados na fundação. A construção do aterro durou cerca de 1,5 ano e foi monitorada por meio de instrumentação geotécnica. Campanhas de ensaios de campo e laboratório foram realizadas para determinação das características geotécnicas dos solos. Dez amostras foram coletadas em dois furos verticais de duas localidades virgens do depósito. Para evitar o amolgamento, cada etapa do processo de amostragem, desde a coleta até a moldagem dos corpos de prova, foi conduzida tomando-se cuidados especiais. Os corpos de prova foram moldados nas condições indeformada (horizontal e vertical) e completamente amolgada. Os procedimentos de moldagem dos corpos de prova foram associados à excelente qualidade da maioria dos corpos de prova moldados e por isso foram descritos detalhadamente. Todas as conclusões do trabalho levaram em consideração apenas os resultados dos ensaios realizados com corpos de prova considerados de excelente qualidade. Os ensaios de campo foram realizados em furos adjacentes aos furos onde foram coletadas as amostras indeformadas e na mesma região em que foram instalados grupos de instrumentos geotécnicos. A análise dos resultados dos ensaios de campo e laboratório e dos registros da instrumentação revela a existência de dois horizontes de solos muito moles que exibem características distintas e são separados por uma lente de areia contínua. O solo do horizonte superior (até 5 m de profundidade), que provavelmente foi formado após um período geológico de descarregamento do horizonte inferior, é caracterizado pelas condições de baixas tensões efetivas. O solo do horizonte inferior também está sob baixas tensões efetivas, contudo com uma tensão de préadensamento caracterizada pela diferença sp - sv0 25 kPa (constante com a profundidade), a qual pode ser associada ao mecanismo de carregamento e descarregamento mecânico. Uma correlação entre OCR (obtidas em ensaios de adensamento) e a razão Su/s’v0 (obtidas de ensaios de palheta e CPTu) foi atualizada para os solos do depósito. A alta compressibilidade dos solos foi confirmada pelos dados da instrumentação do aterro que mostraram recalques superficiais da ordem de 50 por cento da espessura do aterro (4,5 m). Os valores de Ca/Cc para os solos do depósito foram superiores aos valores característicos da maioria dos solos que se tem registro. Relações práticas para descrever a permeabilidade dos solos foram atualizadas. Os coeficientes de adensamento dos solos foram determinados por diversas formas e os resultados dos mesmos, apesar de apresentarem grande variabilidade (até dez vezes), não mostraram tendência quando os valores de campo (ensaios e dados de instrumentação) e laboratório foram comparados. O amolgamento dos corpos de prova afetou as características de permeabilidade e compressibilidade (primária e secundária) dos solos de ambos horizontes, mas os efeitos do mesmo foram mais severos nos solos do horizonte inferior. Uma previsão numérica, na qual se adotou um modelo para solo mole com fluência e foram considerados os parâmetros de laboratório, superestimaram levemente os recalques do aterro com o tempo.
This work presents a settlement analysis of an embankment built on a very soft soil deposit in Barra da Tijuca (Baixada de Jacarepaguá), which is located in Rio de Janeiro’s coast. The geotechnical profile shows a very soft soil with thickness reaching 17 m, with Nspt equal 0. The embankment was built in stages and its settlements were accelerated with prefabricated drains. The construction lasted about 1,5 year and was monitored by means geotechnical instrumentation. Field and laboratory test programs were carried out to define the geotechnical characteristics of the soil. Ten samples were collected from two vertical boreholes before any loading was applied to the soil. To avoid disturbance, each stage of sample process, from sampling to specimen preparation, was conducted with special procedures. Tests have been carried out both in undisturbed (vertical and horizontal directions) and completely disturbed conditions. The specimen preparation procedures are described in detail. Conclusions considered only the results of tests conducted on specimens with excellent quality. The in-situ tests were performed in vertical boreholes next to boreholes where the undisturbed samples were collected and in the same location in which geotechnical instruments group were installed. The analysis of the field and laboratory tests and instrumentation data revealed the existence of two very soft soil layers exhibiting distinct characteristics which are separated by a continuous sand lens. The upper soil layer (from surface down to about 5 m depth), that was probably formed after an unloading geological period of the underlying layer, is characterized by low effective in situ stresses. The underlying soil is also under low in-situ effective stresses, but with a preconsolidation pressure characterized by the difference s’p - s’v0 25 kPa (constant with depth). A correlation between OCR (from consolidation tests) and Su/sv0 ratio (from vane and CPTU tests) for similar soils has been updated. The high compressibility of soils was confirmed by the embankment instrumentation data. Ca/Cc values, higher than usual for most known soils, were found. Practical relationships have been updated to describe the permeability of the deposit. Soil consolidation coefficients were estimated in different ways and values, even though have showed large difference (up to ten times), did not showed tendency when laboratory or field (tests and instrumentation data) values were compared. Disturbance affected the permeability and compressibility (primary and secondary) characteristic of the soils of both layers, but its effects were more severe in the underlying layer. A numerical prediction, in which a creep-soft-soil model was used and parameters obtained from the laboratory tests were considered, lightly overestimated the embankment settlements with time.
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Bamunawita, Chamari. "Soft clay foundation improvement via prefabricated vertical drains and vacuum preloading." Access electronically, 2004. http://www.library.uow.edu.au/adt-NWU/public/adt-NWU20041013.160202/index.html.

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Ampuero, Milagros Victoria Fuertes. "Análise numérica e analítica de aterros reforçados sobre solos moles com uma camada superficial de areia." Universidade de São Paulo, 2012. http://www.teses.usp.br/teses/disponiveis/3/3145/tde-03072013-153310/.

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Os aterros reforçados sobre solo mole de resistência crescente com a profundidade, podem apresentar problemas durante o processo construtivo com respeito às rupturas e aos recalques inesperados. O presente trabalho visa avaliar o comportamento dos aterros reforçados a través de um estudo numérico, levando aos aterros até a ruptura sob condição não-drenada devido ao carregamento rápido, com o objetivo de estimar a influência da rigidez do reforço nas deformações, além disso, estudar o mecanismo da interação solo-reforço para um aterro reforçado. Foi utilizada a metodologia apresentada por Hinchberger & Rowe (2003), que leva em conta os recalques imediatos durante e após a construção. As análises numéricas de tensão-deformação foram realizadas pelo software PHASE 2, a calibração do programa foi feita com a literatura de aterros reforçados. Pretendeu-se mostrar a influência de uma camada superficial de areia sobre a argila mole na altura de ruptura e na deformação do reforço. Pelo método de elementos finitos foi definida uma metodologia para calcular as deformações do reforço para uma altura determinada e avaliar a estabilidade mediante o método de equilíbrio limite. Além disso, essa metodologia pode ser empregada para dimensionar o reforço requerido para um determinado fator de segurança.
Reinforced embankments on soft clayey soil where the strength increases with depth may present problems during construction process relative to failure and unexpected settlements. This study aims to evaluate the embankments behavior with a numerical study; the embankments were taken to failure in the undrained shear strength condition due to rapid upload to study the effect of reinforcement tensile stiffness on the reinforcement strains. Besides, it aimed to study the mechanism of soil-reinforcement interaction for a reinforced embankment. The method of Hinchberger & Rowe (2003) was used, which considers the displacements before and post construction. The numeric analysis of stress-strain was performed by the software PHASE 2; the calibration of the software was made according to published reinforced embankment literature. The study intends to show the influence of a sand layer above the clayey soil, on the failure height and reinforcement strains. Based on finite elements methods, a methodology was defined to estimate the reinforcement strains for a required design height and to study the stability by performing limit equilibrium analysis. Furthermore, this methodology could be used to specify the required reinforcement stiffness for a specific factor of safety.
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Pickles, A. R. "The application of critical state soil mechanics to predict ground deformations below an embankment constructed on soft alluvium." Thesis, City University London, 1989. http://openaccess.city.ac.uk/7404/.

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An embankment has been constructed to a maximum height of approximately twelve metres at Beckton, east London. The embankment is underlain by up to eight metres of alluvium and made ground. The embankment was monitored during construction. Centreline settlements of the order of O.6m and horizontal movements at the embankment toe of up to O.1Sm were measured. The excess pore pressures generated during construction were found to dissipate rapidly. Soil samples recovered from the site have been tested at city University. The alluvial clay is shown to have extremely variable compression characteristics and it is not possible to determine a single set of critical state soil parameters from the "undisturbed" soil samples. The use in design of parameters derived from reconstituted soil samples is investigated. Laboratory test results indicate that a small quantity'of organic matter in the soil has a large effect on the engineering properties of the alluvial clay. The importance of not dry~ng soils which contain organic matter is highlighted. It is shown that, despite the effects of the organic matter, critical state concepts and in particular the modified Cam clay soil model can be used to predict the behaviour of the alluvial clay in a wide variety of laboratory tests. standard methods of determining the yield stress or preconsolidation pressure are shown to be inadequate when used to analyse the results of compression tests performed at a constant rate of loading. An alternative method, the Lambda construction, is proposed and this is shown to be both reliable and objective. Two distinct testing methods have been used to probe the state boundary surface of the reconstituted alluvial clay samples. The results of these tests appear to indicate the existence of a single state boundary surface for both Ko and isotropically compressed samples. This surface has a shape similar to that predicted by the modified Cam clay soil model. This result conflicts with the findings of many other investigators. Finite element modelling of the embankment construction has been carried out. A single set of soil parameters derived from tests on the reconstituted clay were used to represent the alluvial stratum. The construction of the embankment was modelled as a drained event. The results are shown to compare favourably with the actual field data.
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Widodo, Slamet. "Analysis of dynamic loading behaviour for pavement on soft soil." Doctoral thesis, Technische Universitaet Bergakademie Freiberg Universitaetsbibliothek "Georgius Agricola", 2014. http://nbn-resolving.de/urn:nbn:de:bsz:105-qucosa-129531.

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The increasing need for regional development has led engineers to find safe ways to construct the infrastructure of transportation on soft soils. Soft soil is not able to sustain external loads without having large deformations. The geotechnical properties of soft soil which is known for its low bearing capacity, high water content, high compressibility and long term settlement as well. In pavement engineering, either highway or runway as an infrastructure, a pavement encompasses three important parts namely traffic load, pavement and subgrade. Traffic load generated from tire pressure of vehicle and/or airplane wheels are usually around 550 kPa even more on the surface of the pavement. Pavement generally comprises granular materials with unbounded or bounded materials located between traffic load and subgrade, distributing the load to surface of subgrade. One of the promising soil improvement techniques is a piled embankment. When geosynthetics layer is unrolled over piles, it is known as geosynthetics supported piled embankment. Particularly in deep soft soil, when piles do not reach a hard stratum due to large thickness of the soft soil, the construction is an embankment on floating piles. Furthermore, because of different stiffness between piles and subsoil, soil arching effect would be developed there. By using Finite Element analysis, some findings resulted from experimental works and several field tests around the world as field case studies are verified. Some important findings are as follows: the stress concentration ratio is not a single value, but it would be changed depending on the height of embankment, consolidation process of subsoil, surcharge of traffic load, and tensile modulus of geosynthetics as well. Ratio height of embankment to clear piles spacing (h/s) around 1.4 can be used as a critical value to distinguish between low embankment and high embankment. When geosynthetics is applied to reinforce a pavement/embankment, the vertical distance of geosynthetics layers and number of geosynthetics layers depend on the quality of pavement material. The lower layer of geosynthetics withstands a tensile stress higher than upper layer. Primary reinforcements for geosynthetics in piled embankments are located at span between piles with maximum strains at zones of adjacent piles. Traffic load that passes through on the surface of the pavement can reduce the soil arching, but it can be restored during the off peak hours. Settlements of embankments on floating piles can accurately be modelled using the consolidation calculation type, whereas the end-bearing piles may be used the plastic calculation type. Longer piles can be effectively applied to reduce a creep. By applying length of floating piles more than 20% of soft soil depth, it would have a significant impact to reduce a creep on a deep soft soil.
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Antunes, Caroline Sidrim Gomes Leite Mansur. "Comportamento dos aterros que compõem a obra do Arco Metropolitano do Rio de Janeiro." Universidade do Estado do Rio de Janeiro, 2012. http://www.bdtd.uerj.br/tde_busca/arquivo.php?codArquivo=5528.

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O presente trabalho tem como objetivo a análise do comportamento dos aterros instrumentados que compõem a obra do Arco Metropolitano do Rio de Janeiro. Os resultados da instrumentação de campo serão discutidos e retroanalisados, juntamente com dados disponíveis na literatura, buscando-se a definição de parâmetros confiáveis, representativos do comportamento da argila compressível da região em estudo. O Arco Metropolitano do Rio de Janeiro é uma rodovia projetada que servirá como ligação entre as 5 principais rodovias que cortam o município do Rio de Janeiro. Dada a magnitude da obra e a ocorrência de significativas espessuras de solos moles em alguns trechos da região, determinados aterros que compõem a rodovia foram instrumentados com placas de recalque e inclinômetros, instalados em diferentes estações de monitoramento, no intuito de avaliar os deslocamentos verticais e horizontais dos aterros durante o processo construtivo. De posse de parâmetros confiáveis, procede-se à simulação numérica do processo construtivo de um dos aterros, a partir do programa PLAXIS, de elementos finitos. Os resultados numéricos são confrontados com a instrumentação de campo (fornecida por placas de recalque) e com os resultados de previsões teóricas (teoria de adensamento unidimensional). Em projetos de aterros sobre solos compressíveis, a instrumentação geotécnica é de grande importância, pois permite acompanhar o desenvolvimento de todo o processo construtivo, e as deformações decorrentes da sobrecarga imposta pelo lançamento de camadas de aterro. A imposição de um carregamento sobre solos de alta compressibilidade e baixa resistência pode acarretar em grandes deformações ao longo do tempo, além de rupturas indesejáveis do solo de fundação. Os resultados comprovaram que a modelagem numérica mostrou-se uma ferramenta adequada para a previsão dos recalques totais e tempos de adensamento. A definição de parâmetros representativos, com base em ensaios executados em amostras de boa qualidade, é o primeiro passo para a previsão coerente da evolução dos recalques com o tempo. A retroanálise do comportamento de aterros sobre solos moles permite a reavaliação das premissas de projeto, uma vez que as limitações das teorias de análise e a dificuldade na seleção de parâmetros, muitas vezes acarretam em estimativas de recalque incoerentes com as observações de campo.
The present work aims to analyze instrumented embankments behavior that composes the Rio de Janeiros Arco Metropolitano construction. Field instruments results will be discussed and reanalyzed, altogether with data available in literature, seeking to define reliable parameters, representative of the compressible clay behavior into the studied area. The Rio de Janeiros Arco Metropolitano is a road designed to work as a link between the five major highways that cross Rio de Janeiro city. Given to the works magnitude and the occurrence of significant thickness of soft soil in some parts of the region, some landfills that form the highway were instrumented with inclinometers and settlement plates installed in different monitoring stations in order to evaluate the vertical and horizontal landfill during the construction process. Armed with reliable parameters, it will be carried out to the numerical simulation of the construction process of a landfill, from the program PLAXIS, of finite elements. The numerical results will be compared with field instrumentation (provided by boards of repression) and the results of theoretical predictions (one-dimensional consolidation theory). In projects of embankments on compressible soil, geotechnical instrumentation is very important because it allows following the development of the entire construction process and the deformations due to overload imposed by the release of embankment layers. The imposition of a load on soils high compressibility and low resistance can lead to large deformations over time and undesirable disruptions in foundation soil. Concerning the numerical modeling, results proved to be a suitable tool to total settlements and times of consolidation prediction. The representative parameters definition, based on tests performed on good quality samples, is the first step for predicting the development of coherent repression with time. The reanalysis of the embankments behavior on soft soil permits the revaluation of the premises of the project, since the theory limitations of analysis and the difficulty in selecting parameters often leads to inconsistent estimates of repression with field observations.
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Books on the topic "Embankment on soft soils"

1

Embankments on soft clay. New York: Ellis Horwood, 1990.

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Impe, W. F. Van. Underwater embankments on soft soil: A case history. Boca Raton, FL: Taylor & Francis, 2007.

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United States. Bureau of Reclamation. Embankment dams. Denver, Colo: U.S. Dept. of the Interior, Bureau of Reclamation, Denver Office, 1989.

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United States. Bureau of Reclamation. Embankment dams. Denver, Colo: U.S. Dept. of the Interior, Bureau of Reclamation, Engineering and Research Center, 1987.

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United States. Bureau of Reclamation. Embankment dams. Denver, Colo: U.S. Dept. of the Interior, Bureau of Reclamation, Denver Office, 1990.

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Reclamation, United States Bureau of. Embankment dams. Denver, Colo: U.S. Dept. of the Interior, Bureau of Reclamation, Assistant Commissioner, Engineering and Research, 1992.

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United States. Bureau of Reclamation. Embankment dams. Denver, Colo: U.S. Dept. of the Interior, Bureau of Reclamation, Denver Office, 1991.

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White, David J. Embankment quality: Phase III. Ames, Iowa: Center for Transportation Research and Education, Iowa State University, 2002.

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White, David J. Embankment quality phase IV: Application to unsuitable soils. Ames, Iowa: Center for Transportation Research and Education, Iowa State University, 2007.

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Limsiri, C. Very Soft Organic Clay Applied to Road Embankment. Abingdon: Taylor & Francis [Imprint], 2008.

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Book chapters on the topic "Embankment on soft soils"

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He, Liangcai. "Numerical Modeling of Embankment Settlement Over Soft Soils." In Sustainable Civil Infrastructures, 51–65. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-95771-5_5.

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Togrol, E., and S. F. (Ozer) Cinicioglu. "Stage construction of embankments on soft soils." In Developments in Geotechnical Engineering, 401–7. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211013-34.

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Banerjee, Lalima, Sowmiya Chawla, and Gupinath Bhandari. "Performance of Geocell Reinforced Embankment over Soft Soil Deposit." In Current Geotechnical Engineering Aspects of Civil Infrastructures, 69–82. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-95750-0_6.

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Amjad, Muhammad, Sarfraz Ali, Mazhar Iqbal, Abdul Qudoos, and Ali Sarosh. "Real Time Distress Monitoring of Soft Soil Highway Embankment." In Proceedings of GeoShanghai 2018 International Conference: Transportation Geotechnics and Pavement Engineering, 171–78. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0011-0_19.

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Dang, Cong Chi, and Liet Chi Dang. "Influence of Fibre-Reinforced Load Transfer Platform Supported Embankment on Floating Columns Improved Soft Soils." In Lecture Notes in Civil Engineering, 215–27. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-2349-6_14.

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Umravia, N. B., and C. H. Solanki. "Numerical Analysis of Geogrid CFG Pile-Supported Embankment on Soft Soil." In Lecture Notes in Civil Engineering, 653–60. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6444-8_58.

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Reang, Rai Bahadur, Sujit Kumar Pal, and Sanjay Paul. "Agartala–Bangladesh Railway Embankment Construction Over Soft Soils Incorporated with Prefabricated Vertical Drains: A Case Study." In Lecture Notes in Civil Engineering, 459–70. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6370-0_41.

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Elsawy, Mohamd B. D. "Soft Soil Improvement with Conventional and Geogrid-Encased Stone Piles Under an Embankment." In Sustainable Civil Infrastructures, 110–25. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-63570-5_10.

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Yi, Yaolin, Pengpeng Ni, and Songyu Liu. "Numerical Investigation of T-Shaped Soil-Cement Column Supported Embankment Over Soft Ground." In Springer Series in Geomechanics and Geoengineering, 1068–71. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97115-5_40.

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Azim, Uzma, and Siddhartha Sengupta. "Numerical Modeling of Geogrid-Reinforced Embankment Resting on Pile-Supported Layered Soft Soil." In Advances in Sustainable Construction Materials, 267–75. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-4590-4_25.

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Conference papers on the topic "Embankment on soft soils"

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Stark, Timothy D., Perry J. Ricciardi, and Ryan D. Sisk. "Highway Embankment on Soft Soils Case Study and Lessons Learned." In IFCEE 2018. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481622.020.

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Corrales, Julian, Hugo Alberto García García, Alejandro Marín, and Mauricio Pereira Ordóñez. "OCENSA Oil Pipeline Damage due to the Construction of an Embankment for a Highway on Soft Soils: Case Study." In ASME 2017 International Pipeline Geotechnical Conference. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/ipg2017-2511.

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The OCENSA pipeline crosses the Valley of the Magdalena river flood on its way to the Caribbean Sea, the area of the valley is commonly inundated during the rainy season on shallow waters that remain flooded swamps. These swamps soils are composed by extremely soft peat with thicknesses greater than 15 meters. In June 2016 started the construction of a highway with an embankment of 6 meters in height which was more than 30 meters away from the OCENSA 30” pipeline, Due to the high compressibility of peat, to construct the road the soil is subjected to a process of consolidation and the height of the embankment was corrected adding more material. In July 29 2016 occurs a failure by load capacity on the ground under the embankment and as a result of this fault a lateral displacement of the adjacent soil producing a horizontal displacement in the pipeline of more than 50 cm. This document shows results from the affectation to the pipe and the measures taken to correct the situation.
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Rahadian, Hedy, Hendarto, and Bayu Prasetya. "THE FAILURE OF A ROAD EMBANKMENT OVER NORTH JAVA SOFT SOILS." In Proceedings of the 3rd and 5th International Conference. WORLD SCIENTIFIC, 2011. http://dx.doi.org/10.1142/9789814365161_0021.

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Azijul Islam, Md, Md Nur Basit Zaman, Faria Fahim Badhon, Prabesh Bhandari, and Md Sahadat Hossain. "Numerical Modeling of Recycled Plastic Pin Reinforced Embankment over Soft Soils." In International Foundations Congress and Equipment Expo 2021. Reston, VA: American Society of Civil Engineers, 2021. http://dx.doi.org/10.1061/9780784483411.051.

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Sivasithamparam, Nallathamby, and Jorge Castro. "A Framework for Versatile Shape of Yield Surfaces for Structured Aniso-tropic Soft Soils." In The 13th Baltic Sea Region Geotechnical Conference. Vilnius Gediminas Technical University, 2016. http://dx.doi.org/10.3846/13bsgc.2016.022.

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A framework based on logarithmic contractancy is proposed to produce versatile shapes of yield surfaces for structured anisotropic clays. The recently proposed constitutive model (E-SCLAY1S) is an extension of existing model called S-CLAY1S, which is a Cam Clay type model that accounts for anisotropy and structure. A new parameter called contractancy parameter is introduced to control the shape of the yield surface as well as the plastic potential (as an associated flow rule is applied). This new parameter can be used to fit the coefficient of earth pressure at rest, the undrained shear strength or the stiffness under shearing stress paths predicted by the model. The model predicts the uniqueness of the critical state line and its slope is independent of the contractancy parameter. The effect of the shape of the yield surface was investigated on computed results of a benchmark embankment constructed on Bothkennar (Scotland) clay by employing the E-SCLAY1S model as a user-defined soil model into the PLAXIS finite element code. The results demonstrate that the contribution of the shape of yield surface (logarithmic contractancy parameter) have a relatively large effect on lateral movement of subsoil beneath the toe of the embankment compared to the settlement of subsoil at the centre of the embankment.
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Mannsbart, G., and K. Oberreiter. "Geosynthetic Reinforced Full Scale Test Embankment on Soft Soil." In Soft Ground Technology Conference. Reston, VA: American Society of Civil Engineers, 2001. http://dx.doi.org/10.1061/40552(301)18.

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DRUSA, Marian. "ANALYSIS OF PILED EMBANKMENT ON SOFT SOIL." In 14th SGEM GeoConference on SCIENCE AND TECHNOLOGIES IN GEOLOGY, EXPLORATION AND MINING. Stef92 Technology, 2014. http://dx.doi.org/10.5593/sgem2014/b12/s2.008.

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Rixner, Joseph J. "Embankment Design—The Early Days." In Symposium on Soil Behavior and Soft Ground Construction Honoring Charles C. "Chuck" Ladd. Reston, VA: American Society of Civil Engineers, 2003. http://dx.doi.org/10.1061/40659(2003)12.

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Allersma, Henderikus G. B., Seung-Won Lee, and Young-Nam Lee. "Centrifuge Modeling of Embankment Construction by the Dumping Method on Soft Soil." In Soft Ground Technology Conference. Reston, VA: American Society of Civil Engineers, 2001. http://dx.doi.org/10.1061/40552(301)33.

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Al-Ani, Wisam, Dariusz Wanatowski, and Swee Huat Chan. "Numerical Analysis of Piled Embankments on Soft Soils." In Geo-Shanghai 2014. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413401.003.

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Reports on the topic "Embankment on soft soils"

1

Ludlow, Scott, Wai-Fah Chen, and Philippe Bourdeau. Embankment Widening and Grade Raising on Soft Foundation Soils, Phase 2. West Lafayette, IN: Purdue University, 1993. http://dx.doi.org/10.5703/1288284314203.

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Ludlow, Scott, Wai-Fah Chen, and Philippe Bourdeau. Interim report: Embankment Widening and Grade Raising on Soft Foundation Soils, Example I - Indiana State Route 55 Over Turkey Creek in Lake County, Indiana. West Lafayette, IN: Purdue University, 1991. http://dx.doi.org/10.5703/1288284313413.

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Altschaeffl, A., Sabanayagam Thevanayagam, and G. Agrawal. Implementation Program to Improve Embankment Design and Performance with Indiana Soils. West Lafayette, IN: Purdue University, 1987. http://dx.doi.org/10.5703/1288284314127.

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Rafalko, Susan D., Thomas L. Brandon, George M. Filz, and James K. Mitchell. Fiber Reinforcement for Rapid Stabilization of Soft Clay Soils. Fort Belvoir, VA: Defense Technical Information Center, November 2006. http://dx.doi.org/10.21236/ada521338.

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Tufenkjian, Mark R. Alternative Penetrometers to Measure the Near Surface Strength of Soft Seafloor Soils. Fort Belvoir, VA: Defense Technical Information Center, January 2011. http://dx.doi.org/10.21236/ada541000.

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Tufenkjian, Mark R. Alternative Penetrometers to Measure the Near Surface Strength of Soft Seafloor Soils. Fort Belvoir, VA: Defense Technical Information Center, January 2010. http://dx.doi.org/10.21236/ada541208.

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Tufenkjian, Mark R. Alternative Penetrometers to Measure the Near Surface Strength of Soft Seafloor Soils. Fort Belvoir, VA: Defense Technical Information Center, September 2011. http://dx.doi.org/10.21236/ada557172.

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Tufenkjian, Mark R. Alternative Penetrometers to Measure the Near Surface Strength of Soft Seafloor Soils. Fort Belvoir, VA: Defense Technical Information Center, September 2012. http://dx.doi.org/10.21236/ada573135.

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Tufenkjian, Mark R. Alternative Penetrometers to Measure the Near Surface Strength of Soft Seafloor Soils. Fort Belvoir, VA: Defense Technical Information Center, September 2013. http://dx.doi.org/10.21236/ada598272.

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DYNAMIC SOIL-STRUCTURE INTERACTION OF DUCTILE STEEL FRAMES IN SOFT SOILS. The Hong Kong Institute of Steel Construction, December 2017. http://dx.doi.org/10.18057/ijasc.2017.13.4.3.

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