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1
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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Kadhim, Shaymaa Tareq, and Ziad Bashar Fouad. "Stability analysis of roadway embankments supported by stone columns with the presence of water table under short-term and long-term conditions." MATEC Web of Conferences 162 (2018): 01013. http://dx.doi.org/10.1051/matecconf/201816201013.
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Use of stone column technique to improve soft foundation soils under roadway embankments has proven to increase the bearing capacity and reduce the potential settlement. The potential contribution of stone columns to the stability of roadway embankments against general (i.e. deep-seated) failure needs to be thoroughly investigated. Therefore, a two-dimensional finite difference model implemented by FLAC/SLOPE 7.0 software, was employed in this study to assess the stability of a roadway embankment fill built on a soft soil deposit improved by stone column technique. The stability factor of safety was obtained numerically under both short-term and long-term conditions with the presence of water table. Two methods were adopted to convert the three-dimensional model into plane strain condition: column wall and equivalent improved ground methods. The effect of various parameters was studied to evaluate their influence on the factor of safety against embankment instability. For instance, the column diameter, columns’ spacing, soft soil properties for short-term and long-term conditions, and the height and friction angle of the embankment fill. The results of this study are developed in several design charts.
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Huang, Jie, Jie Han, and James G. Collin. "Geogrid-Reinforced Pile-Supported Railway Embankments." Transportation Research Record: Journal of the Transportation Research Board 1936, no. 1 (January 2005): 221–29. http://dx.doi.org/10.1177/0361198105193600125.
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Piles or columns have been used successfully in combination with geosynthetics to support embankments over soft soil. The inclusion of geosynthetic reinforcement over piles enhances load transfer from soil to piles, reduces total and differential settlements, and increases slope stability. It creates a more economical alternative than that without the geosynthetic. An existing geosynthetic-reinforced pile-supported embankment in Berlin was selected for numerical modeling and analysis. This embankment was constructed to support railways over deep deposits of peat and soft organic soils. Precast piles and caps were installed with a load transfer platform formed by three layers of geogrid and granular materials installed between the piles and the embankment fill. Instrumentation was installed to monitor the settlements of the embankment and the strains in the geogrid layers over time. A finite difference method, incorporated in the fast Lagrangian analysis of continua three-dimensional software, was used to model this embankment. In the numerical analysis, piles were modeled with pile elements, and caps were modeled as an elastic material. Geogrid elements built in the software were used to represent the geogrid reinforcement. Embankment fill, soft soil, firm soil, and platform fill material were modeled as linearly elastic perfectly plastic materials with Mohr–Coulomb failure criteria. The embankment was built by a number of lifts to simulate its construction. Numerical results and comparisons with field measurements on the vertical and lateral displacements, the tension along the reinforcement, and the axial forces and moments on piles are presented.
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Gnanendran, C. T., G. Manivannan, and S. CR Lo. "Influence of using a creep, rate, or an elastoplastic model for predicting the behaviour of embankments on soft soils." Canadian Geotechnical Journal 43, no. 2 (February 1, 2006): 134–54. http://dx.doi.org/10.1139/t05-090.
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The predictability of the behaviour of an embankment constructed on a soft soil with three types of fully coupled finite element analysis models; namely a rate-formulated elasto-viscoplastic, a creep-formulated elasto-viscoplastic, and modified Cam clay (MCC) elastoplastic material model for the foundation soil is examined in this paper. The well documented geotextile reinforced Sackville test embankment was chosen for analyses using the three finite element models. Details of the analyses carried out using the three models and the results are discussed in comparison with field performance. All three models were found to be capable of predicting the behaviour of this embankment reasonably well. The creep model gave slightly better overall predictions of the behaviour compared to the rate and MCC models and therefore is considered to be better for predicting the time-dependent behaviour of this embankment. However, it requires the coefficient of secondary compression of the foundation soft soil as an additional input parameter and consumes more computing resources and time. In contrast, this study suggests that the MCC model is also capable of giving reasonably good overall predictions using less computing resources and time and therefore is sufficient for predicting the performance of embankments on soft soils.Key words: embankment, soft soil, geosynthetic reinforcement, analysis, viscoplasticity, creep.
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Kelln, Curtis, Jitendra Sharma, David Hughes, and James Graham. "Finite element analysis of an embankment on a soft estuarine deposit using an elastic–viscoplastic soil model." Canadian Geotechnical Journal 46, no. 3 (March 2009): 357–68. http://dx.doi.org/10.1139/t08-129.
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A new elastic–viscoplastic (EVP) soil model has been used to simulate the measured deformation response of a soft estuarine soil loaded by a stage-constructed embankment. The simulation incorporates prefabricated vertical drains installed in the foundation soils and reinforcement installed at the base of the embankment. The numerical simulations closely matched the temporal changes in surface settlement beneath the centerline and shoulder of the embankment. More importantly, the elastic–viscoplastic model simulated the pattern and magnitudes of the lateral deformations beneath the toe of the embankment — a notoriously difficult aspect of modelling the deformation response of soft soils. Simulation of the excess pore-water pressure proved more difficult because of the heterogeneous nature of the estuarine deposit. Excess pore-water pressures were, however, mapped reasonably well at three of the six monitoring locations. The simulations were achieved using a small set of material constants that can easily be obtained from standard laboratory tests. This study validates the use of the EVP model for problems involving soft soil deposits beneath loading from a geotechnical structure.
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Kelln, Curtis, Jitendra Sharma, David Hughes, and Gabriel Gallagher. "Deformation of a soft estuarine deposit under a geotextile reinforced embankment." Canadian Geotechnical Journal 44, no. 5 (May 1, 2007): 603–17. http://dx.doi.org/10.1139/t07-007.
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This paper presents a case history of a geotextile reinforced highway embankment constructed on a soft estuarine deposit installed with prefabricated vertical drains. The case history documents the geotechnical site characterization, embankment construction, and monitoring program. The loading response of the soft estuarine soil was monitored during construction using hydrostatic profile gauges, settlement plates, pneumatic piezometers, and slope inclinometers. Settlements of up to 1.3 m were measured under the 4 m high embankment. The deformation behaviour was interpreted qualitatively from the monitoring data using the general framework of elastic-plastic soil models. The effectiveness of the monitoring program is also briefly discussed. The paper provides performance details that make this case history useful to researchers studying the loading response of soft soils under a geotextile reinforced embankment.Key words: case history, embankment, soft clay, vertical drainage, reinforcement.
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Batog, Andrzej, and Elżbieta Stilger-Szydło. "Geotechnical Problems Of The Foundation Of Road Embankments By The Bridge Structures." Studia Geotechnica et Mechanica 41, no. 4 (December 30, 2019): 272–81. http://dx.doi.org/10.2478/sgem-2019-0036.
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AbstractThis work presents the geotechnical problems occurring in the interaction area between road embankments and the bridge structures in case a subsoil characterised by complex and complicated geological and engineering conditions. These significant problems that occur during the design, performance and exploitation of the abutment structures, are illustrated on the example of engineering practice in Lower Silesia, concerning a road embankment that constitutes access to the bridge. The results of numerical analyses concerning the process of consolidation of low-strength soils and their impact on the settlements of road embankment indicate the need to carry out such analyses also in the cases, when the soft soils occur in the direct geotechnical layer under the designed embankment. The Authors included in this article a discussion regarding other effective actions and solutions that can be used in the design and performance phase, leading to the elimination or reduction of problems concerning the connection of engineering structures with road embankments, which have been recurring for years, ultimately resulting in the improvement of quality, comfort and safety of road exploitation.
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Liu, Han-Long, Jian Chu, and An Deng. "Use of large-diameter, cast–in situ concrete pipe piles for embankment over soft clay." Canadian Geotechnical Journal 46, no. 8 (August 2009): 915–27. http://dx.doi.org/10.1139/t09-032.
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A new method of using large-diameter, cast–in situ concrete pipe (PCC) piles for embankments over soft clay is introduced in this paper. This PCC pile method offers a relatively quick and cost-effective way for soil improvement as compared with other existing soil improvement methods. The principles and construction techniques involved in this method are described. Full-scale model tests were conducted to evaluate the quality and performance of piles and the responses of the surrounding soils. Methods that can be used to check the quality of the pipe piles are elaborated. A case study that illustrates the application of this method in a piled embankment over soft clay is presented.
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Nguyen Thi Ngoc, Yen, Viet Tran Trung, and Giang Nguyen Hoang. "Establishment the program and mathematical diagrams of embankment stability analysis on soft soil reinforced by soil cement columns." Transport and Communications Science Journal 72, no. 1 (January 25, 2021): 107–16. http://dx.doi.org/10.47869/tcsj.72.1.12.
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In the calculation of improvement of embankments on soft soils, the geometrical parameters of soil cement columns such as the length L, diameter d, the distance between the columns D, greatly affect to the stability of embankments (settlement S, coefficient of stability Fs) and treatment efficiency. On the basis of the multivariate correlation equation predicting total settlement (S), residual settlement after treatment (DS) based on the unit weight of soil , the height of embankments H, the length L, diameter d, the distance between the columns D after statistical analysis on p_value index and R2 with the following models: Linear, Quadratic combined with the Bishop method on slope stability analysis, the authors have built the code of stability analysis for the embankment on soft ground reinforced with soil cement columns system. At the same time, we have developed mathematical diagrams for the analysis of the influence of each pair of column geometry factors on the settlement of the roadbed.
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Tan, Feng, and Tai Quan Zhou. "Finite Element Analysis for Subgrade Consolidation Settlement in Soft Soil." Applied Mechanics and Materials 448-453 (October 2013): 1256–59. http://dx.doi.org/10.4028/www.scientific.net/amm.448-453.1256.
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The two-dimensional finite element model for subgrade consolidation settlement analysis within soft soil pile is developed using ABAQUS. The numerical simulation on a highway subgrade deformation is performed to study the variation of consolidation settlement and the excess pore water pressure distribution in the central location and the part under centerline of the embankment. The results show that settlement develops gradually with the increasing period of soil consolidation. The excess pore water pressure of deep subgrade soils under embankment centerline rise due to the increased load. After each soil layer was filled, the excess pore water pressure increased in the first and was stable later along with the increase of soil depth. After the embankment soil was filled completely, excess pore pressure dissipated with time developing until the completion of consolidation.
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Karim, U. F. A., H. van Meekeren, and R. Feenstra. "Settlement of a bridge embankment on soft soils." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 157, no. 1 (January 2004): 9–12. http://dx.doi.org/10.1680/geng.2004.157.1.9.
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Rankine, B. R., B. Indraratna, N. Sivakugan, V. Wijeyakulasuriya, and C. Rujikiatkamjorn. "Foundation behaviour below an embankment on soft soils." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 161, no. 5 (October 2008): 259–67. http://dx.doi.org/10.1680/geng.2008.161.5.259.
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Ellithy, Ghada S., and Timothy D. Stark. "Case Study: Unsaturated Embankment Failure on Soft Soils." Journal of Geotechnical and Geoenvironmental Engineering 146, no. 12 (December 2020): 05020011. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0002382.
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Gao, Yu Cong, Rong Chen, Dong Xue Hao, and Myoung Soo Won. "The Effects of Geosynthetic-Reinforcement on Consolidation Behavior of Soft Clay Embankment under Step Construction." Key Engineering Materials 783 (October 2018): 46–50. http://dx.doi.org/10.4028/www.scientific.net/kem.783.46.
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Geosynthetics–reinforced structures are widely used in embankments and walls. This paper presents the simulation of the embankment under load in order to compare the behavior of clay embankment with and without wrapping-facing-geosynthetics-reinforcement using finite element method (FEM) and to analyse the variation of behavior included of displacement and excess pore pressure under the different over-consolidation ratios (OCR). The calculation results show that embankment with higher OCR showing lower displacement compare to embankment with lower OCR. However, OCR isn’t very sensitive to the dissipation of excess pore pressure. Geosynthetics-reinforcements could reduce the displacement of embankment and accelerate dissipation of excess pore pressure after construction and surcharge. Gravel, geosynthetics-reinforcement and clay soil are properly combined, clayey soil is expected to be useful as embankment material.
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Wang, Jing Huan, Ke Hu, Qing Chen, and Yong Wu. "Analysis and Measurement for Deformation of Embankments Widening with Single Side on Soft Soil Foundation." Advanced Materials Research 850-851 (December 2013): 322–27. http://dx.doi.org/10.4028/www.scientific.net/amr.850-851.322.
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When widening a road different settlements and pavement cracking along the joint between the old and new embankments often appear. The effects on old embankment which are caused by new embankment with additional load are analyzed with finite element method based on D-P model, through the comparative analysis of the field monitoring data information and result of finite lement numerical simulation.The results indicate that the construction of new embankment induces unacceptable differential settlements between the center and the shoulder of old embankment, cent gold embankment moves upper and lower slightly near the center line; old road shoulder has larger horizontal displacement outward pointing to lateral side of the road; new embankment near the slope angle has larger horizontal displacement pointing to medial side of the road, the position of maximum settlement appears in the center of embankment surface during widening, moves outside gradually, and shows certain regularity.
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Zhao, Min, and Wei Ping Cao. "An Analysis of Pile-Soil Interaction under Embankment Load." Applied Mechanics and Materials 488-489 (January 2014): 458–61. http://dx.doi.org/10.4028/www.scientific.net/amm.488-489.458.
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The complex interaction between the pile and surrounding soil significantly affects the behavior of the piled reinforced embankment. In this paper, a 3D numerical model of piled reinforced embankment was set up to explore the development of the settlement of the pile and the surrounding soft soils during the embankment filling as well as the subsequent consolidation of the soil. The evolution of the pile axial force, the skin friction and the neutral plane depth was also studied. The results show that the settlement of the pile and surrounding soil, the pile axial force, the skin friction along the pile shaft and the neutral plane depth during the embankment filling and the consolidation process experienced a complicated evolution.
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Marto, Aminaton, Bakhtiar Affandy Othman, Fauziah Kasim, and Ismail Bakar. "Comparison of Field Performance between Bamboo-Geotextile Composite Embankment and High Strength Geotextile Embankment." Advanced Materials Research 587 (November 2012): 77–80. http://dx.doi.org/10.4028/www.scientific.net/amr.587.77.
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Trial embankment approximately 3 meters height, 10 meters of length, 16 meters width, and a slope of 1V: 2H was completed on soft clay site at RECESS, UTHM, Batu Pahat, Johor, Malaysia. Two embankments were respectively reinforced by a high strength geotextile (HSG) and the combination of bamboo and low strength geotextile or bamboo-geotextile composite (BGC) at the interface between embankment fill and foundation soil. Each embankment was installed with the same geotechnical instrumentation scheme for monitoring purposes. The purpose of this paper is to analyse the field performance for both embankments in terms of improving settlement embankment under the embankment. For this purpose, the settlement under the embankment, settlement at the surface of the embankment and the excess pore water pressure response were measured through geotechnical instrumentation for over 418 days. The results showed that the BGC system is more practical than HSG in terms of settlement and also in terms of cost, without compromising the quality of the embankment performance.
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Luo, Qiang, Ming Wei, Qingyuan Lu, and Tengfei Wang. "Simplified analytical solution for stress concentration ratio of piled embankments incorporating pile–soil interaction." Railway Engineering Science 29, no. 2 (May 11, 2021): 199–210. http://dx.doi.org/10.1007/s40534-021-00236-z.
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AbstractPiled embankments have been extensively used for high-speed rail over soft soils because of their effectiveness in minimizing differential settlement and shortening the construction period. Stress concentration ratio, defined as the ratio of vertical stress carried by pile heads (or pile caps if applicable) to that by adjacent soils, is a fundamental parameter in the design of piled embankments. In view of the complicated load transfer mechanism in the framework of embankment system, this paper presents a simplified analytical solution for the stress concentration ratio of rigid pile-supported embankments. In the derivation, the effects of cushion stiffness, pile–soil interaction, and pile penetration behavior are considered and examined. A modified linearly elastic-perfectly plastic model was used to analyze the mechanical response of a rigid pile–soil system. The analytical model was verified against field data and the results of numerical simulations from the literature. According to the proposed method, the skin friction distribution, pile–soil relative displacement, location of neural point, and differential settlement between the pile head (or cap) and adjacent soils can be determined. This work serves as a fast algorithm for initial and reasonable approximation of stress concentration ratio on the design aspects of piled embankments.
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Rowe, R. Kerry, and Brian L. J. Mylleville. "The stability of embankments reinforced with steel." Canadian Geotechnical Journal 30, no. 5 (October 1, 1993): 768–80. http://dx.doi.org/10.1139/t93-069.
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The undrained behaviour of embankments constructed on soft cohesive deposits is examined for the case where the embankment is reinforced using steel strips. A finite-element analysis that considers plastic failure of the fill and the foundation, pullout of steel strips, and potential yield of the reinforcement is used to demonstrate how steel reinforcement can improve embankment stability. The effect of strip spacing on the mode of failure and embankment stability is examined for a range of soil strength profiles that involve an increase in undrained shear strength with depth. A simple approach for the analysis of steel-reinforced embankments is proposed and illustrated by means of a worked example. A design based on these simple considerations of bearing capacity and limit equilibrium is then checked against the results of a full finite-element analysis of the problem and found to be slightly conservative. Key words : reinforcement, steel strips, finite element, limit equilibrium, soft soil, undrained stability.
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Fukue, Masaharu, Zbigniew Lechowicz, Rie Takahashi, and Kouji Uehara. "Concept of hybrid embankment." Annals of Warsaw University of Life Sciences, Land Reclamation 47, no. 2 (June 1, 2015): 91–101. http://dx.doi.org/10.1515/sggw-2015-0016.
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Abstract An innovative technique which is similar to a natural process, i.e., biogeochemical (carbonate) diagenesis, is proposed to construct a hybrid embankment. In this study, the hybrid embankment is defined as a soil embankment which has a microbially induced framework structure of sand sheets and columns in the soft soil matrix. The sand materials are cemented with magnesium-calcite or dolomite, induced by ureolytic microbes. To design and construct hybrid embankments, fundamental problems, such as feasibility in terms of stability, geoenvironmental engineering practices, etc., are examined and discussed. It was shown that the hybrid embankment can be environmentally friendly and also can contribute solving technical and financial problems encountered in actual practice.
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Suhendra, Andryan. "Studi Pengaruh Tebal Tanah Lunak dan Geometri Timbunan terhadap Stabilitas Timbunan." ComTech: Computer, Mathematics and Engineering Applications 6, no. 2 (June 1, 2015): 238. http://dx.doi.org/10.21512/comtech.v6i2.2268.
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The stability of embankment over soft soil is influenced by several factors such as subsoil and filling material properties, embankment geometry, ground water level and working load. This paper will present the analysis of influencing of soft soil thickness and embankment geometry to the stability of embankment. The analysis will be conducted using Slope/W by varying the thickness of soft soil and embankment geometry with certain embankment height and soft soil and fill material properties. The thickness of soft soil is varies in range of 2m to 15m, whereas the slope of embankment is varies in 4 condition i.e. 1:1 (vertical : horizontal), 1:1.5, 1:2, and 1:2.5, as well as the top width of embankment from 10m to 40m, with the output is factor of safety of embankment. The analysis result show the factor of safety is decreased when the top side of embankment is wider as well as when the slope of embankment is gentler. The analysis also show the influence of soft soil thickness to the embankment stability is limited to certain depth only that is in range of 7m to 10m, then the factor of safety remains constant.
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Zhang, Jin Song, Chao Guo, and Shi Wei Xiao. "Analysis of Effect of CFG Pile Composite Foundation Pile Spacing on Embankment Stability Based on Centrifugal Model Tests." Applied Mechanics and Materials 178-181 (May 2012): 1641–48. http://dx.doi.org/10.4028/www.scientific.net/amm.178-181.1641.
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The cement-fly ash-gravel (CFG)pile composite foundation played an important role in increasing the soft soil foundation strength and stability, and decreasing the foundation settlement etc, because that the pile strength potentiality could be fully developed and soils bearing capacity also could be fully utilized. The analysis of interaction rules among flexible embankment, CFG pile, soils, and cushion was the key factor to keep the CFG pile composite foundation stability. Three centrifugal model tests with different CFG pile spacing were conducted to research the effect of pile spacing on the CFG pile composite foundation stability, and the surrounding soils press, pile top press, pile strain etc were measured. It was shown that the embankment instability modes were different with CFG pile spacing. CFG pile composite foundation stability was affected by pile spacing, pile quality, and embankment height etc. Instability of CFG pile composite foundation was complicated, but not only for pile or soil destroyed.
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Min, Zhao, and Cao Wei-ping. "Interaction Between Widened and Existing Embankment on Soft Soils." Information Technology Journal 12, no. 17 (August 15, 2013): 4313–17. http://dx.doi.org/10.3923/itj.2013.4313.4317.
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Oztoprak, Sadik, and S. Feyza Cinicioglu. "Soil behaviour through field instrumentation." Canadian Geotechnical Journal 42, no. 2 (April 1, 2005): 475–90. http://dx.doi.org/10.1139/t04-121.
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An improved version of the observational method is developed and proposed. The method uses field measurements as the direct inputs to the framework of the constitutive behaviour and analyses the behaviour synchronously as measurements are recorded. The method is developed for the specific case of embankments on soft clays, and its effectiveness is tested on a well-documented case history. The framework provided for the application of the method is basically the idealized stress space of the critical state theory, but the constitutive anisotropic elastoplastic soil model is added to this framework to analyse the behaviour and provide direct links between measurements and design parameters. Strain-rate dependency of the soft soils is also incorporated in the interpretation of the behaviour. To consider the variation in the behaviour of foundation soils, a zonation system is applied. Stress axis rotation is considered for active and passive regions effectively. Substantial savings can be achieved using the method in terms of time and cost, and the method is reliable. In addition, such an application improves the understanding of the real behaviour of soils.Key words: soft clays, embankment, observational method, rate effect, anisotropy, soil structure.
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Wang, Kangyu, Jun Cao, Xinquan Wang, and Yingjie Ning. "Soil Arching of Piled Embankment in Equal Settlement Pattern: A Discrete Element Analysis." Symmetry 13, no. 9 (September 3, 2021): 1627. http://dx.doi.org/10.3390/sym13091627.
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Soil arching, which occurs in the piled embankments, plays an important role in stress redistribution between the relatively soft subsoil and the stiffer piles. The formation of the soil arching depends on the differential settlement of the embankment fill above the pile and the subsoil. The soil arching effect is barely investigated in the literature from the perspective of differential settlement of piles and soils. Based on the discrete element method (DEM), this paper develops a classic trapdoor test model to investigate the differential settlement in piled embankment during the downward movement of the trapdoor, and to explore the formation mechanism of soil arching in equal settlement pattern by changing the width of the pile cap and the height of the embankment. Due to symmetry, only one section of the laboratory test model is simulated herein. It was found that the soil arching formed under the equal settlement pattern remained unchanged after a certain degree of development, and the height of the equal settlement did not change at 0.7(s-a), where s is the pile spacing, and a is the width of the pile cap. The height of the embankment (H) and the width of the pile cap (a) have a significant influence on the formation of the equal settlement pattern when the width of the trapdoor is kept constant. Both the decrease in “H” and the increase in “a” facilitate the differential settlement of the soil between the piles and the pile-soil, enabling the slip surface to develop upward gradually, thereby hindering the formation of the equal settlement pattern.
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Akulova, Yu N., I. I. Sakharov, and V. V. Lushnikov. "Strengthening of weak foundation soils with crushed stone piles." Вестник гражданских инженеров 17, no. 6 (2020): 126–31. http://dx.doi.org/10.23968/1999-5571-2020-17-6-126-131.
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The article presents an innovative technique of deep vibration compaction for soft saturated soils with crushed stone piles. The methods for calculating the strength and deformation characteristics of reinforced soil mass proposed by H. J. Priebe and A. Z. Ter-Martirosyan are presented. An example of the road embankment base in the Plaxis 3D software package is given, taking into account the improvement of the soil mass with crushed stone piles.
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Peduto, Dario, Maximilian Huber, Gianluca Speranza, Joris van Ruijven, and Leonardo Cascini. "DInSAR data assimilation for settlement prediction: case study of a railway embankment in the Netherlands." Canadian Geotechnical Journal 54, no. 4 (April 2017): 502–17. http://dx.doi.org/10.1139/cgj-2016-0425.
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Secondary settlements in soft soils represent a significant fraction of the total settlement induced by external loads. Consequently, these settlements can play a key role in performance, serviceability, and safety of engineering works such as buildings, roads, embankments, and pipelines. This paper addresses the development of a predictive settlement model for a railway embankment built on soft clayey–peaty soils by following an original procedure consisting of three cascading steps: (i) preliminary detection of the most settlement-affected portions of the infrastructure; (ii) development of an equivalent subsoil model to study secondary settlements; (iii) back-calculation of the parameters of a predictive settlement model (design subsoil model) via a variational data assimilation scheme that exploits ground displacement measurements derived from differential interferometric synthetic aperture radar (DInSAR) data. The main achievement relies on the retrieval of a stochastic prediction of secondary settlements that can contribute to rationalize both conventional monitoring campaigns and management of key infrastructure.
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Zhao, Min. "Stresses of Existing Pavement Induced by Widened Embankment over Soft Soils." Advanced Materials Research 468-471 (February 2012): 3117–21. http://dx.doi.org/10.4028/www.scientific.net/amr.468-471.3117.
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Widening of existing highway embankments can improve their capacities and ease the high traffic pressures, but it may cause a series of engineering problems including longitudinal pavement cracks, drop off or even local or global instability of embankments especially those on soft soils. How to prevent severe cracks occurring on pavement induced by widening of the existing embankments has been a great concern of geotechnical engineers. A numerical analysis by using a commercial FEM program was conducted to investigate the influence of the thickness of foundation soils on the development of transverse stress in the pavement of the existing and widened embankments. The effect of widening time on the stress was also discussed. The results indicate that compressive stress will be caused in the existing pavement prior to the widening, while considerately lager tensile stress will be induced in the existing pavement after widening. In the view of reducing pavement tensile stress, a most suitable time to begin widening was proposed for engineering practice.
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Liu, Hanlong, Gangqiang Kong, Jian Chu, and Xuanming Ding. "Grouted gravel column-supported highway embankment over soft clay: case study." Canadian Geotechnical Journal 52, no. 11 (November 2015): 1725–33. http://dx.doi.org/10.1139/cgj-2014-0284.
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In this paper, a simplified column construction method — the so-called grouted gravel column — and its application to construction of embankments over soft ground are introduced. The construction method, quality assurance (QA), and quality control (QC) of the grouted gravel columns are described. A case study on the application of this method to a highway embankment in China is also presented. The case study shows that about 50% of surface settlement and 60% of the differential settlement between the column head and soil occurred during the construction of the embankment. The column to soil stress ratio was 8.0 for columns with caps and 4.2 for columns without caps. Static load tests were also conducted to assess the bearing capacity of the columns.
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Rowe, R. K., and K. L. Soderman. "An approximate method for estimating the stability of geotextile-reinforced embankments." Canadian Geotechnical Journal 22, no. 3 (August 1, 1985): 392–98. http://dx.doi.org/10.1139/t85-050.
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A method of estimating the short-term stability of reinforced embankments constructed on a deposit that can be idealized as being uniform and purely cohesive is described. This approach maintains the simplicity of conventional limit equilibrium techniques while incorporating the effect of soil–geotextile interaction in terms of an allowable compatible strain for the geotextile. This allowable compatible strain may be deduced from a design chart and depends on the foundation stiffness, the embankment geometry, the depth of the deposit, and the critical height of an unreinforced embankment. The procedure is checked against finite element results and against one published case history. Key words: embankment, geotextile, analysis, limit equilibrium, finite element, soft clay, shear strength, soil reinforcement.
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Debbabi, Imad Eddine, Remadna Mohamed Saddek, Ahmad Safuan A. Rashid, and Abubakar Sadiq Muhammed. "Numerical Modeling of Encased Stone Columns Supporting Embankments on Sabkha Soil." Civil Engineering Journal 6, no. 8 (August 1, 2020): 1593–608. http://dx.doi.org/10.28991/cej-2020-03091569.
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The present research work is concerned with the construction of road embankments on a specific soil called Sabkha in Algeria. This soil is not only soft and very humid during the flooding seasons but also has frequent small areas of very soft soil which we here call Locally Weak Zones (LWZ). LWZ is characterized by low strength and high compressibility. The paper presents the results of two-dimensional axisymmetric numerical analyze that were carried out using PLAXIS 2D 2017, for the modeling of an embankment supported by stone columns on Sabkha soil. The study focuses on the evaluation of the maximum bulging of the stone column and on the settlement of the embankment. It has been demonstrated that Ordinary Stone Columns (OSC) were ineffective due to excessive bulging (221.16 mm) caused by the lack of lateral pressure. On the other hand, the Encased Stone Columns (ESC) showed good behavior, namely a much reduced bulging (42.09 mm) and a reasonable settlement (0.962 m vs. 1.560 m for an OSC) so that it is possible to build safe very high embankments. The numerical analysis also shows that the length of the encasement should just be greater than the depth of the LWZ. Besides, an extensive parametric study was conducted to investigate the effects of the variations of embankment height, stiffness of geosynthetic, the depth of the locally weak zone, area replacement ratio (ARR), and the stone column friction angle, on the performance of the (ESC) - embankment composite in (LWZ). Some important guidelines for selecting the ideal encased stone column (ESC) to support embankments on over locally weak zone were established through this numerical study.
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Debbabi, Imad Eddine, Mohamed Saddek Remadna, and Ahmad Safuan A. Rashid. "Numerical Modeling of Horizontally Layered Geosynthetic Reinforced Encased Stone Columns Supporting Embankment on Sabkha Soil." International Journal of Engineering Research in Africa 52 (January 2021): 164–78. http://dx.doi.org/10.4028/www.scientific.net/jera.52.164.
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The present research work is concerned with the construction of road embankments on a Sabkha soil in Algeria. This soil is not only soft and very humid during the flooding seasons but also has frequent small areas of very soft soil which are called locally weak zones (LWZ) in the context of this study. LWZ are characterized by low strength and high compressibility. Two-dimensional axisymmetric analyses were carried out using PLAXIS 2D 2017. The study demonstrated that ordinary stone columns (OSC) are ineffective given the nature of these soils due to the excessive bulging caused by the lack of lateral pressure. On the other hand, the reinforced stone columns with external and internal reinforcements called as vertical encasement and horizontal strips (VESC+HRSC) are one of the best improvement methods of locally weak zones (LWZ), especially to increase the stability of embankment on the highway, namely, a much reduced bulging and a reasonable settlement, so that it is possible to build safe and very high embankments (indeed, numerical results showed for a (VESC+HRSC) combination, a vertical settlement of 0.74 m and a lateral deformation of 20.02 mm vs. 1.56 m and 221.16 mm for an OSC). Besides, an extensive parametric study was conducted to investigate the effect of the spacing of the horizontal reinforcing strips and of the column reinforced length. The influence of stone column diameter, depth of locally weak zone, and the effective stiffness of the geosynthetic, on the performance of the (RSC) - embankment composite were also investigated. The computational results are presented in the form of tables and graphs, and compared with previous published results available in the literature.
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Zhang, Limin. "Settlement patterns of soft soil foundations under embankments." Canadian Geotechnical Journal 36, no. 4 (November 22, 1999): 774–81. http://dx.doi.org/10.1139/t99-031.
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The settlement pattern of an embankment may not always be the typical one in which the maximum settlement occurs at the center. Other patterns may develop with changes of embankment width or surcharge arrangements, which will require special settlement calculation methods and engineering measures. This paper compares the characteristics of shear stress distributions and effective stress paths in foundations induced by several embankment loads. Based on the analyses, the patterns of foundation settlement are classified into four categories, i.e., one-dimensional, sagged, transitional, and typical basin types. A simplified procedure is presented to identify settlement patterns based on shear stress analyses, and a case study is reported to illustrate the procedure. Embankment width, embankment height, and foundation soil conditions are found to be most critical to settlement patterns. However, this paper does not purport to provide methods of estimating the magnitude of settlement.Key words: embankment, soft soil, settlement, lateral deformation, consolidation.
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Jocković, Sanja, Veljko Pujević, and Miloš Marjanović. "Utilization of ash from power plants for high embankments on soft soil." MATEC Web of Conferences 239 (2018): 05017. http://dx.doi.org/10.1051/matecconf/201823905017.
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The ash landfills are a major environmental issue. The use of ash for the highway and railway substructure achieves a double benefit: it significantly reduces the deposited quantities of ash as well as the consumption of natural materials such as crushed stone, gravel and sand. The investigation of engineering properties of fly ash from the power plant in Serbia was conducted at the Laboratory of Soil Mechanics at the Faculty of Civil Engineering in Belgrade. Relevant physical and mechanical properties of ash and mixtures with binders (cement/lime) were investigated. The ash was also tested from the aspect of the potential environmental impact, which primarily depends on the leaching behaviour of the present trace elements. The results of the study showed that fly ash meets technical and environmental requirements and that has the potential for use in highway substructure, such as construction of embankments and stabilization of soft soils. Benefits of utilization of ash and slag was shown in the case of the construction of a high embankment on soft soil on the highway section Obrenovac-Ub in Serbia.
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Zhong, Xiao Chun, Wen Long Ye, Yu Bin Ren, Gao Yong Zhai, and Xue Dong Chen. "2D Numerical Analysis on Influence of Embankment’s Security and Stability Caused by Shield Tunneling." Advanced Materials Research 977 (June 2014): 247–52. http://dx.doi.org/10.4028/www.scientific.net/amr.977.247.
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With the increasing cases of the soft foundation embankment driven by shield tunneling, study on the influence of embankment's security and stability caused by shield tunneling becomes a research focus. The calculated model considering tunnel face pressure and friction stress between shield shell and soil is established, and the influence on embankment's stability and security caused by tunnel depth, tunnel diameter, embankment slope ratio and shield additional pressure are analyzed. The results show: when shield gradually drives to the place at the ahead of slope toe to be about 7.5m, the influence on embankment's safety stability is the most unbeneficial; when the buried depth reaches 2.5 times of the diameter, the effect can be ignored.
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Gordan, Behrouz, Azlan Adnan, and Mariyana A. K. Aida. "Soil Saturated Simulation in Embankment during Strong Earthquake by Effect of Elasticity Modulus." Modelling and Simulation in Engineering 2014 (2014): 1–7. http://dx.doi.org/10.1155/2014/191460.
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The dynamic analysis process was started after failure in some embankments during an earthquake. In this context, maximum displacement was reported at the crest based on interaction between structure and reservoir. This paper investigates the dynamic behavior of short embankment on soft soil. For this purpose, numerical analysis was carried out using ANSYS13 program based on finite-element method. Simulated models were vibrated by strong earthquake, so the peak ground acceleration (PGA) and duration were 0.65 g and 5.02 seconds, respectively. The comparison results were discussed in key points of plane strain analysis based on modulus ratio between saturated embankment and foundation. As concluded, the modulus ratio between 0.53 and 0.66 led to having a minimum value of horizontal displacement, relative displacement in vertical direction, and shear stress. Consequently, the shear stress was increased while the modulus ratio was decreased. Finally, to avoid more rigidity in the embankment on the soft soil, optimum modulus ratio was recommended at 0.66 in order to reduce the probabilistic of body cracks at the crest with respect to homogeneous behavior during an earthquake.
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Jeong, Sangseom, Donghee Seo, Jinhyung Lee, and Joogbai Park. "Time-dependent behavior of pile groups by staged construction of an adjacent embankment on soft clay." Canadian Geotechnical Journal 41, no. 4 (August 1, 2004): 644–56. http://dx.doi.org/10.1139/t04-024.
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A series of centrifuge model tests were performed to investigate the behavior of pile groups subjected to lateral soil movements by surcharge loading from approach embankments. The emphasis was on quantifying the time-dependent response in terms of deflections, bending moments, and earth pressures acting on pile groups during embankment construction and over short- and long-term periods after embankment construction. A variety of instruments were used to examine the soilpile interaction for pile groups adjacent to surcharge loads. Through these studies, it is found that pile cap deflections and bending moments developed to their maximum values under the short-term surcharge loading and decreased gradually to minimum values under the long-term loading. The ground settlement reached its maximum value under long-term loading, however, due to the consolidation of soft clay. It is also found that the lateral mean pressure acting on the pile is about 0.75 and 0.35 times the surcharge load q (= γH, where γ is the unit weight of the soil and H is the height of the embankment) under short- and long-term loading, respectively.Key words: time-dependent response, lateral soil movements, pile groups, centrifuge model tests, surcharge loads, soft clay.
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Pham, Hung Van, Phuc Dinh Hoang, and Thinh Duc Ta. "Analytical methods for stress transfer efficacy in the piled embankment." Journal of Mining and Earth Sciences 61, HTCS6 (December 31, 2020): 81–87. http://dx.doi.org/10.46326/jmes.htcs2020.11.
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Soft soil reinforced by rigid inclusions under embankment is a soft soil improvement method, known as a piled embankment. It has been widely studied and applied over the world, since 90’s decade of the last century. The behavior of a piled embankment is mainly based on the formation of soil arching within the embankment and the negative skin friction around inclusion shaft. The paper investigates the mechanical behavior of a piled embankment to make clear the load transfer mechanism of the method. Additionally, some of the analytical methods in determining the stress transfer efficacy are presented.
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Jiang, Ning-Jun, Yan-Jun Du, Song-Yu Liu, Ming-Li Wei, Suksun Horpibulsuk, and Arul Arulrajah. "Multi-scale laboratory evaluation of the physical, mechanical, and microstructural properties of soft highway subgrade soil stabilized with calcium carbide residue." Canadian Geotechnical Journal 53, no. 3 (March 2016): 373–83. http://dx.doi.org/10.1139/cgj-2015-0245.
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Calcium carbide residue (CCR) is an industrial by-product, stockpiles of which are rapidly accumulating worldwide. Highway embankment construction has been identified as an avenue to consume huge quantities of CCR as an economical, less energy intensive, and environmentally friendly chemical additive for soil stabilization. Previous studies have investigated the mechanical behavior of soils stabilized by CCR or blends of CCR with other additives; however, interpretation of the macroscale geomechanical behavior of CCR-stabilized soft soils from a systematically microstructural observation and analysis is relatively unknown. This paper presents a multi-scale laboratory investigation on the physical, mechanical, and microstructural properties of CCR-stabilized clayey soils with comparison to quicklime-stabilized soils. Several series of tests were conducted to examine the Atterberg limits, particle-size distribution, compaction characteristics, unconfined compressive strength, California Bearing Ratio, and resilient modulus of the CCR-stabilized clayey soils. The influences of binder content, curing time, and initial compaction state on the physical and mechanical properties of treated soils are interpreted with the aids of physicochemical and microstructural observations including soil pH, soil mineralogy obtained from X-ray diffraction and thermogravimetric analysis, and pore-size distribution obtained from mercury intrusion porosimetry. Soil particle flocculation and agglomeration at the early stage and pozzolanic reactions during the entire curing time, which originate from the finer particle size, greater specific surface area, and higher pH value of CCR, are the controlling mechanisms for the superior mechanical performance of CCR-stabilized soils. The outcomes of this research will contribute to the usage of CCR as a sustainable and alternative stabilizer to quicklime in highway embankment applications.
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Venda Oliveira, Paulo J., and Luís J. L. Lemos. "Numerical analysis of an embankment on soft soils considering large displacements." Computers and Geotechnics 38, no. 1 (January 2011): 88–93. http://dx.doi.org/10.1016/j.compgeo.2010.08.005.
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Suyuti, Suyuti. "EVALUASI TINGGI EMBANKMENT JALAN PADA TANAH LUNAK DIPERKUAT GEOTEXTILE DAN FONDASI CERUCUK." TERAS JURNAL 10, no. 2 (September 6, 2020): 224. http://dx.doi.org/10.29103/tj.v10i2.320.
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<p align="center"><strong>Abstrak</strong></p><p> </p><p class="11daftarpustaka">Kalimantan memiliki daratan rendah tanah lunak mencapai kedalaman 25 m. Tanah lunak memiliki kapasitas dukung rendah dan deformasi besar untuk menopang beban-beban. Infrastruktur seperti embankment untuk konstruksi jalan di atas tanah dasar lunak, biasanya direncanakan dengan suatu tinggi rencana, meskipun embankment untuk konstruksi jalan sering runtuh akibat lemahnya kekakukan tanah dasar tersebut. Ada beberapa pedoman teknik telah dipublikasikan bagaimana cara membangun embankment di atas tanah lunak, tetapi pedoman tersebut hanya menunjukkan prosedur kerja konstruksi, di mana ujung pangkal fondasi <em>cerucuk</em> seperti kayu atau bambu adalah diikat dengan cara konvensional. Konstruksi embankment harus memenuhi untuk kriteria stabilitas dan penurunan. Penelitian ini untuk pemenuhan persyaratan stabilitas seperti faktor keamanan embankment dihubungkan dengan kapasitas dukung tanah lunak dengan perkuatan untuk mengevaluasi tinggi embankment disediakan dengan beberapa formula empiris berdasarkan aturan geoteknik. Hasil simulasi perhitungan diperoleh tinggi embankment kritis <em>H<sub>cr</sub></em> sebesar 1,06 m untuk kohesi tanah <em>c<sub>u</sub></em> sebesar 11,5 kN/m<sup>2</sup> dan <em>H<sub>cr</sub> </em>sebesar 1,70~1,73 m untuk kohesi <em>c<sub>u</sub> </em>sebesar 17,5 kN/m<sup>2</sup> dengan fondasi <em>cerucuk</em> berjarak <em>s</em> sebesar 10<em>D.</em> Variasi susunan <em>cerucuk</em> berjarak s of 3,3<em>D</em> memberikan nilai signifikan kapasitas dukung batas dan konstruksi embankment lebih tinggi, hal ini adalah tidak memberikan nilai signifikan oleh indeks plastisitas tanah.</p><p class="11daftarpustaka"> </p><p class="11daftarpustaka">Kata kunci: <em>tinggi</em> <em>embankment,</em><em> tanah lunak</em><em>, geotextile</em><em>, fondasi cerucuk</em><em></em></p><p align="center"><strong> </strong></p><p align="center"><strong> </strong></p><p align="center"><strong>Abstract</strong></p><p class="11daftarpustaka"> </p><p>Kalimantan island has lowlands of soft soil in down depth 25 m. The soft soil has low bearing capacity and large deformation to support loads. Infrastructure such as embankment for road construction on the soft soil, it is usually planned by a height target. However, the embankment for road construction is often collapsed due to weak stiffness of soil subgrade. Therefore, the local government has been used geotextile and installed timber pile for reinforcing the soft soil. There are several technique guidelines published how to build embankment on soft soil, but that guidelines are only shown the prosedure for working the construction. The soft soil installed timber pile perior to lay geotextile and construct an embankment. Where the top of cerucuk foundation such as timber or bamboo is tied by conventional system. The embankment construction have to satisfy for stability and settlement criteria. In this research, the stability requirement such as factor of safety of embankment is conducted by bearing capacity of soft soil with reinforcement to evaluated a critical height of its embankment, which is provided by several empirical formula based on rule of geotechnics. The simulation results were obtained critical height of embankmentt <em>H<sub>cr</sub></em> of 1,06 m for soil cohesion <em>c<sub>u</sub> </em>of 11,5 kN/m<sup>2</sup> and <em>H<sub>cr</sub> </em>of1,70 ~ 1,73 m for cohesion <em>c<sub>u</sub> </em>of 17,5 kN/m<sup>2</sup> with cerucuk foundation on spacing <em>s</em> of 10<em>D.</em> Variation of rearrange of cerucuk spacing <em>s</em> of 3,3<em>D</em> are given significant values of ultimate bearing capacities, and more heighly of embankment construction, it is not given a significant value by plasticity index of soil.</p><p class="11daftarpustaka"> </p><p class="11daftarpustaka">Keywords: <em>Embankment height,</em><em> soft soil</em><em>, geotextile</em><em>, cerucuk foundation</em></p>