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Academic literature on the topic 'Reinforced Soil Slopes'

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Published: 6 September 2023

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Journal articles on the topic "Reinforced Soil Slopes"

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Huang, Liang, Weili He, Yujie Hou, Dun Liu, Bo Wang, Jiahua Zhu, and Junjie Wang. "Seismic Behavior of Flexible Geogrid Wrap-Reinforced Soil Slope." Advances in Civil Engineering 2021 (February 22, 2021): 1–12. http://dx.doi.org/10.1155/2021/8833662.

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In this study, the failure mode of flexible reinforced soil slopes under earthquake action was investigated by shaking table tests. The distribution law of a potential failure surface of a flexible no-faceplate reinforced soil slope under earthquake action was obtained based on the analysis results. A simplified trilinear failure surface suitable for flexible reinforced soil slopes without faceplate was proposed. Subsequently, based on the upper-bound theorem of limit analysis, we derived the formula for calculating the yield seismic acceleration coefficient of a flexible no-faceplate reinforced soil slope under a seismic load. The main parameters that affect its seismic performance were determined. The flexible geogrid reverse-packed reinforced earth structure can effectively limit the fracture of a slope body and improve the stability of the slope. This provides a theoretical basis for facilitating the engineering of flexible reinforced soil slopes.
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Porbaha, A., and D. J. Goodings. "Centrifuge modeling of geotextile-reinforced steep clay slopes." Canadian Geotechnical Journal 33, no. 5 (November 6, 1996): 696–704. http://dx.doi.org/10.1139/t96-096-317.

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When on-site soil is not granular, substantial cost savings can be achieved if a stable, steeply sloped, reinforced retaining system, backfilled with on-site fill can be sustituted for a vertical retaining wall with granular fill. Centrifuge modeling was used in this work to investigate the failure and prefailure behaviour of 14 reduced-scale geotextile-reinforced steep model slopes of 45, 63.4, 71.6°, backfilled with cohesive soil and constructed on either firm or rigid foundations. The overall performance of model slopes on firm foundations was found to be better than that of similar models on rigid foundations. A stability analysis, using the Bishop simplified method incorporating reinforcement, was found to be a good predictor of the behaviour of models. Key words: reinforced soil, centrifuge modeling, geotextile, retaining structure, slope stability.
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Sonnenberg, R., M. F. Bransby, P. D. Hallett, A. G. Bengough, S. B. Mickovski, and M. C. R. Davies. "Centrifuge modelling of soil slopes reinforced with vegetation." Canadian Geotechnical Journal 47, no. 12 (December 2010): 1415–30. http://dx.doi.org/10.1139/t10-037.

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This paper reports a series of geotechnical centrifuge model tests conducted to investigate the mechanical reinforcement of slopes by vegetation. Some of the model slopes contained young willow trees, which were grown in controlled conditions to provide different root distributions and mechanical properties. Slopes were brought to failure in the centrifuge by increasing water pressures. The failure mechanisms were investigated photographically and using post-test excavation. By measuring the soil properties and pore pressures in each test when failure occurred, slope stability calculations could be performed for each slope failure. These back-calculations of stability suggest that only a small amount of reinforcement was provided by the root system even when it was grown for 290 days before testing. In contrast, the use of the measured root properties and a commonly used root reinforcement model suggests that significant reinforcement should have been provided by the roots. This disparity is probably due to either inappropriate assumptions made in the root reinforcement model or soil alteration produced by root growth. Such disparities may exist in the application of root reinforcement models to full-scale slopes and therefore require additional study. The modelling technique outlined in this paper is suitable for further investigation of root mechanical interactions with slopes.
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Chalaturnyk, R. J., J. D. Scott, D. H. K. Chan, and E. A. Richards. "Stresses and deformations in a reinforced soil slope." Canadian Geotechnical Journal 27, no. 2 (April 1, 1990): 224–32. http://dx.doi.org/10.1139/t90-026.

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Nonlinear finite element analyses were performed on a nonreinforced embankment and a polymeric reinforced embankment, with 1:1 side slopes, constructed on competent foundations. The nonreinforced and reinforced embankment analyses are compared to examine the influence of polymeric reinforcement within a soil slope. It is shown that significant reductions in the shearing, horizontal, and vertical strains within the slope occur because of the presence of the reinforcement.The finite element analysis of the reinforced embankment construction gives the magnitude and distribution of load within the reinforcement. For all embankment heights, the maximum reinforcement load did not occur in the lowest reinforcing layer but in the reinforcing layer placed 0.4H above the foundation, where H is the height of the slope. The displacement patterns and surface deformations of the nonreinforced and reinforced slopes are compared to show the marked reduction in slope movements resulting from the presence of the reinforcement.The location and shape of potential shear surfaces within the homogeneous reinforced slope are examined. The position of the maximum load in each reinforcing layer within the reinforced slope indicates that, for the example studied, a circular-shaped slip surface represents a probable failure mechanism within the slope. Key words: soil reinforcement, geotextiles, finite element, slope stability, geogrids, limit equilibrium, reinforced slope.
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Song, Xiaoruan, Miansong Huang, Shiqin He, Gaofeng Song, Ruozhu Shen, Pengzhi Huang, and Guanfang Zhang. "Erosion Control Treatment Using Geocell and Wheat Straw for Slope Protection." Advances in Civil Engineering 2021 (April 10, 2021): 1–12. http://dx.doi.org/10.1155/2021/5553221.

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Slope failure triggered by soil erosion under rainfall remains one of the most difficult problems in geotechnical engineering. Slope protection with planting vegetation can be used to reinforce the soil and stabilize the slope, but the early collapse of the planting soil before the complete growth of plants becomes a major issue for this method. This paper has proposed a composite soil treatment and slope protection method using the geocell structures and the wheat straw reinforcement. The geocell structures improve the stability of the planting soil and provide a stable and fixed environment for the vegetation, while the wheat straw reinforces the soil and also increases the fertility. The authors have performed a total of 9 experiments in this work that are classified into three groups, i.e., the unsupported slopes, the geocell reinforced, and the geocell and wheat straw composite reinforced with a consideration of three different rainfall intensities. The progressive slope failure development during the rainfall was assessed, as well as the soil erosion, the slope displacement, and the water content. The results show that the slope failure increases as the rainfall continues, and the soil degradation increases with the intensity of rainfall. The soil treatment using geocell improves the slope stability, but the geocell and wheat straw composite reinforcement has the best erosion control and slope protection.
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Altalhe, Enas B., Mohd Raihan Taha, and Fathi M. Abdrabbo. "BEHAVIOR OF STRIP FOOTING ON REINFORCED SAND SLOPE." Journal of Civil Engineering and Management 21, no. 3 (February 26, 2015): 376–83. http://dx.doi.org/10.3846/13923730.2014.890646.

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This study evaluated the effects of single, double, and triple reinforcing layers on the bearing capacity ratio (BCR) of strip footing on a sand slope system. Seventy-two laboratory-loading tests were conducted on a stripfooting model on a reinforced sand slope. Moreover, this study illustrated the effects of the different parameters of two reinforcing layers on the bearing capacity of a double-reinforced sand slope. The BCR increased from 1.06 to 3.00 for single-reinforced slope soils, 1.09 to 7.73 for double-reinforced slope soils, and up to 8.00 for three-layered reinforced systems. For double-reinforced soil slopes, the most effective spacing between the two reinforcing layers is 0.3 B.
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Song, Gaofeng, Xiaoruan Song, Shiqin He, Dezhong Kong, and Shuai Zhang. "Soil Reinforcement with Geocells and Vegetation for Ecological Mitigation of Shallow Slope Failure." Sustainability 14, no. 19 (September 21, 2022): 11911. http://dx.doi.org/10.3390/su141911911.

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Soil reinforcement using geocells and vegetation is one of the best forms of soil protection for shallow slope failure control. The geocell supports the vegetation growth and the vegetation cover provides protection against the surface erosion. This work proposed a soil treatment method using geocells for supporting the vegetation growth and stabilizing the shallow slope. A step-by-step installation of the geocells in the field and the development of vegetation growth were also described. The authors developed nine physical models that were reinforced with different sized geocell structures (no reinforcement and small and large geocell reinforcement). The models were placed under three rainfall intensities (50, 75, and 100 mm/h). The stability of the slope under the rainfall and the performance of the geocell reinforcement were assessed from the the development of slope failures, the soil erosion and the slope displacement. The results showed that the stability of geocell reinforced slopes were better off than the unsupported slope. The small geocell-reinforced slopes showed less measured soil erosion and also smaller slope displacement. In general, small geocells outperformed large geocells in terms of the erosion control and slope stabilization. The rainfall intensity dramatically increased the soil erosion on slopes. The geocell- and vegetation-treated slope in the field showed good resistance against the surface erosion.
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Keshavarz, Amin, Habibeh Abbasi, and Abdoreza Fazeli. "Yield acceleration of reinforced soil slopes." International Journal of Geotechnical Engineering 14, no. 1 (November 23, 2017): 80–89. http://dx.doi.org/10.1080/19386362.2017.1404736.

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Tang, Xian Yuan, and Yong Peng Li. "Treatment Technology for Embankment Landslide Caused by Expansive Soil Foundation Instability." Applied Mechanics and Materials 204-208 (October 2012): 3035–39. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.3035.

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The embankments built on expansive soil foundation with a transverse are prone to crack and slide failure. In this paper, the embankment in a certain section of Bailong highway destroyed due to cracks and rainfall. A group of steel piles and reinforced concrete beams is used to strengthen the toe of slopes, and steel piles and reinforced concrete framework beams is utilized to strengthen embankment slopes, then pressure chemical grouting is used to reinforce soil. The treatment effect is good.
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Wang, Liping, and Ga Zhang. "Pile-Reinforcement Behavior of Cohesive Soil Slopes: Numerical Modeling and Centrifuge Testing." Journal of Applied Mathematics 2013 (2013): 1–15. http://dx.doi.org/10.1155/2013/134124.

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Centrifuge model tests were conducted on pile-reinforced and unreinforced cohesive soil slopes to investigate the fundamental behavior and reinforcement mechanism. A finite element analysis model was established and confirmed to be effective in capturing the primary behavior of pile-reinforced slopes by comparing its predictions with experimental results. Thus, a comprehensive understanding of the stress-deformation response was obtained by combining the numerical and physical simulations. The response of pile-reinforced slope was indicated to be significantly affected by pile spacing, pile location, restriction style of pile end, and inclination of slope. The piles have a significant effect on the behavior of reinforced slope, and the influencing area was described using a continuous surface, denoted asW-surface. The reinforcement mechanism was described using two basic concepts,compression effectandshear effect, respectively, referring to the piles increasing the compression strain and decreasing the shear strain of the slope in comparison with the unreinforced slope. The pile-soil interaction induces significantcompression effectin the inner zone near the piles; this effect is transferred to the upper part of the slope, with theshear effectbecoming prominent to prevent possible sliding of unreinforced slope.
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Dissertations / Theses on the topic "Reinforced Soil Slopes"

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Baah-Frempong, Emmanuel. "Experimental and numerical analyses of geosynthetic-reinforced soil slopes." Thesis, Edith Cowan University, Research Online, Perth, Western Australia, 2019. https://ro.ecu.edu.au/theses/2231.

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The application of geosynthetic reinforcements in civil/geotechnical engineering projects (retaining walls, foundations, pavements, dams, slopes, etc.) has gained much popularity during the past few decades due to several benefits, including cost-effectiveness, environmentally friendly and sustainability. A detailed literature review as presented in this thesis has indicated that when a slope is reinforced with the geosynthetic layer(s), it improves the overall stability of the slope with or without loaded footing on the slope crest. However, studies on the performance of strip footings embedded in the slopes are very limited, and, especially for the geosynthetic-reinforced slopes, there is no work when the slope is reinforced with geosynthetic layers with or without wraparound ends. Also, there is no available literature on the design charts for low-height slopes, without footing/surcharge loads on the crest, which are usually constructed for the landscape developments in many countries. Furthermore, the literature has no information on the stability charts for reinforced sand slopes carrying embedded strip footing subjected to loads. This thesis work is based on the laboratory experiments and numerical simulations. The laboratory model tests were conducted on a sand slope supporting an embedded strip footing (width B = 75 mm ) in a rigid test tank (internal dimensions of 1250 mm × 445 mm in plan and 800 mm in height). The slope was reinforced with a single and multilayer geotextile with and without wraparound ends as different test trials. The model tests were conducted to evaluate the effect of the footing embedment depth D, footing edge distance e , number of geotextile layers N , and wraparound end of geotextile on the behaviour of the embedded footing. The footing was subjected to incremental loads to observe the corresponding stabilised settlements until it failed. The slope angle and relative density of the sand were maintained at constant values, β = 35 and Dr = 70%, respectively, throughout the laboratory experiments. For the case of the single geotextile layer with no wraparound ends, the geotextile was installed at the depth ratio u / B = 0.5 below the base of the footing which was first fixed at the edge distance ratio e / B = 1, while the depth ratio (D/ B)was varied from 0 to 1.5. After that, the footing was maintained at a constant depth ratio D/ B = 1 while the edge distance ratio (e / B) was varied from 0 to 3. In the case of the multilayer geotextile (N = 2, 3) , with no wraparound ends and single layer geotextile with wraparound ends, the top geotextile layer was placed at the depth ratio u / H = 0.5 below the base of the footing and the subsequent layers were positioned at a constant vertical spacing(h) to footing width ratio h / B = 0.5 from the top layer. The footing edge distance ratio was kept constant as e / B = 1 while depth ratio (D/ B) was varied from 0 to 1. The numerical models for the laboratory experiments were developed using the Plaxis 2D, a finite element package. The numerical analysis utilised the Mohr-Coulomb criterion to model the slope soil, the geogrid option to model the geotextile layer(s), the gravity force to simulate the initial stress condition within the slope and prescribed footing load option to simulate the applied footing loads accompanied by iterative analysis until failure occurred. The developed numerical after validation has been used for a detailed parametric study in order develop design charts for the stability of slopes with embedded footing. Additionally, the stability (factor of safety) analysis of a geotextile-reinforced low-height sandy slope, without footing or surcharge loads, was carried out using the limit equilibrium method available in Slope/W package. The experimental results indicate that the bearing capacity of the footing increases with increasing D/ B , e / B and N . The benefits derived from reinforcing the slope with geotextile layers have been evaluated using a non-dimensional parameter, called the ultimate bearing capacity ratio BCRu , defined as the ratio of ultimate bearing capacity of the reinforced case to that of unreinforced case. In the case of the single layer geotextile without wraparound ends, the maximum value of BCRu ≈ 2.5 − 3 is observed for D/ B = 0 and e / B = 0 , while the minimum value of BCRu ≈1.5 has been obtained for D/ B =1and e / B = 3 . The BCRu for the multilayer geotextile with no wraparound ends improves with an increase in N but reduces with an increase in D/ B . The minimum BCRu , BCRu (min) ≈ 2 , is observed for N =1 and D/ B =1, while the maximum BCRu , BCRu (max) ≈ 6 is attained when the footing is placed at D/ B = 0 and N = 3 . The installation of the single layer geotextile with wraparound ends brings an additional improvement in the bearing capacity of the footing compared to the case of no wraparound ends. The results obtained from the numerical simulations, on the load-settlement analysis of the embedded footing, closely agree with the experimental data, particularly for low settlements. The results from the numerical slope analysis show that the factor of safety (F) of the unreinforced sandy slope with an embedded footing increases with an increase in the footing edge distance ratio (e / B) , footing depth ratio (D/ B) and soil relative density(Dr ) , but it decreases with an increase in the slope angle (β ) and applied pressure on the footing(q) . For the surface footing (D/ B = 0) , F increases to a critical value at e / B = 3 then remains constant for e / B > 3. Though in the experimental study, only Dr = 70% was used, in the numerical simulations, = 50% r D and = 90% r D have also been considered. The study shows that with respect to increase in Dr , F significantly improves until Dr = 70%; after that, further increase in reduces the rate of increase in F . For the low-height sandy slopes, placing a single geosynthetic reinforcement layer at the depth ratio u / H = 0.5 in the 40° slope results in a stable slope with a maximum factor of safety Fr (max) = 1.61 , but this depth is not appropriate to stabilize the 50° and 60° slopes. The study shows that three geosynthetic layers are generally not be required as the two-reinforcement layers are adequate to attain the minimum factor of safety as usually recommended in most standards on stability of slopes. This thesis has many graphical presentations, which can be used as the design charts by the practising engineers.
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Chan, Yam Ming. "Centrifuge and three dimensional numerical modelling of CDG filled slopes reinforced with different nail inclinations /." View abstract or full-text, 2008. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202008%20CHAN.

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Abd, Akram Hasan. "Geosynthetic-reinforced and unreinforced soil slopes subject to cracks and seismic action : stability assessment and engineered slopes." Thesis, University of Warwick, 2017. http://wrap.warwick.ac.uk/95496/.

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The main purpose of this thesis is on one hand to enhance the current predictive capabilities of the stability of soil slopes and on the other hand, to improve the design practice to stabilise natural slopes showing signs of distress and make the design of engineered slopes more affordable. To achieve the first objective an analytical method achieved by the upper bound theorem of limit analysis and the pseudo-static approach is derived for the assessment of the stability of slopes manifesting vertical cracks and subject to seismic action. The method is validated by numerical limit analyses and displacement-based finite-element analyses with strength reduction technique. Employing this method slope stability charts to assess the stability factor for fissured slopes subject to both horizontal and vertical accelerations for any combination of c, φ, and slope inclination are produced. To achieve the second objective limit analysis was employed to derive a semi-analytical method to extend the applicability of current method to design the slope reinforcement for frictional backfills to cohesive frictional backfills. Design charts providing the amount of reinforcement needed as a function of cohesion, tensile strength, angle of shearing resistance and slope inclination are obtained. From the results, it emerges that accounting for the presence of cohesion allows significant savings to be made, and that cracks are often significantly detrimental to slope stability so they cannot be overlooked in the design calculations of the reinforcement. Also, a new numerical method to determine multi-linear profiles of optimal shapes for reinforced slopes in frictional backfills is presented. The method is based on the limit analysis upper bound method together with genetic algorithms and provides an optimal profile for a prescribed average slope inclination, backfill strength properties and desired number of layers to be used. Several stability charts illustrating the savings on the required amount of reinforcement are provided for the benefit of designers.
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Parra, Jorge R. "Evaluation of uncertainties in the resistance provided by slender reinforcement for slope stablization /." free to MU campus, to others for purchase, 2004. http://wwwlib.umi.com/cr/mo/fullcit?p3137734.

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Ang, Eng-Chew. "Numerical investigation of load transfer mechanisms in slopes reinforced with piles." Diss., Columbia, Mo. : University of Missouri-Columbia, 2005. http://hdl.handle.net/10355/4170.

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Thesis (Ph. D.)--University of Missouri-Columbia, 2005.
The entire dissertation/thesis text is included in the research.pdf file; the official abstract appears in the short.pdf file (which also appears in the research.pdf); a non-technical general description, or public abstract, appears in the public.pdf file. Title from title screen of research.pdf file viewed on (November 7, 2006) Vita. Includes bibliographical references.
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Liang, Teng. "Seismic performance of vegetated slopes." Thesis, University of Dundee, 2015. https://discovery.dundee.ac.uk/en/studentTheses/04c95230-9768-4c0a-8b8a-b32081d039a9.

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Othman, M. Asbi. "Highway cut slope instability problems in Malaysia." Thesis, University of Bristol, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.375951.

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Benjamim, Carlos Vinicius dos Santos. "Avaliação experimental de protótipos de estruturas de contenção em solo reforçado com geotêxtil." Universidade de São Paulo, 2006. http://www.teses.usp.br/teses/disponiveis/18/18132/tde-18082006-110207/.

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Apesar das vantagens relacionadas ao uso de estruturas de contenção em solo reforçado, a maioria das obras em nosso país ainda é executada por soluções convencionais. A ausência de um conhecimento mais profundo sobre o real comportamento das estruturas em solo reforçado, principalmente em termos de deslocamentos, certamente impede uma utilização mais intensa desse tipo de obra no Brasil. Com isso, para contribuir para um melhor entendimento do desempenho de estruturas em solo reforçado, foram construídos oito protótipos de estrutura de contenção em solo reforçado com geotêxtil, com 4,0 m de altura cada. Todas as estruturas foram instrumentadas, principalmente visando os deslocamentos, para avaliar o comportamento de campo. Adicionalmente, foi realizada a análise, em longo prazo, de um talude íngreme com 15,3 m de altura, construído no estado americano de Idaho, em que foram realizadas leituras até cinco anos após o fim da construção. Esse trabalho apresenta os resultados de cada protótipo construído, juntamente com os resultados do talude íngreme em Idaho, tanto em curto, quanto em longo prazo. As análises desenvolvidas compreendem, além da avaliação dos resultados individuais de cada estrutura, uma análise paramétrica entre todos os protótipos, investigando entre outros fatores, o tipo de solo, tipo de geossintético e geometria interna das estruturas. Além disso, foi realizada uma abordagem especial sobre a análise em longo prazo do protótipo 7. Dentre as conclusões mais importantes obtidas nesta pesquisa, podem-se citar as grandes deformações de fluência registradas no protótipo 7, a tendência de formação de uma superfície potencial de ruptura linear para os protótipos construídos com solo granular e de espiral logarítmica para os protótipos construídos com solos coesivos, a importância da coesão no bom comportamento das estruturas e a redução das movimentações verticais das estruturas com o acréscimo do teor de areia na granulometria do solo
Despite the important advantages associated with the use of geotextiles as reinforcement, most retaining walls in Brazil still use more conventional. The lack of field monitoring data regarding the internal and face displacements of these structures has certainly prevented broader use of this reinforced soil technology. This study addresses several aspects related to the behavior of geotextile-reinforced soil structures, such as the deformability of reinforcement materials under the confinement of soil, and quantification of the actual failure mechanisms. To achieve these goals, eight 4.0 m high geotextile-reinforced soil retaining wall prototypes were built and instrumented in order to quantify their behavior under ambient atmospheric conditions. Granular and poorly draining backfills were used in this study. Innovative construction methods and instrumentation were developed specifically for this research program. A significant laboratory testing program was conducted to quantify the stress-strain properties of the soils and geosynthetics involved in the construction of the walls. As a reference, the behaviors of these prototype structures were compared with that of a long term analysis of a steep slope in Idaho, USA. This wall is 15.3 m high, with displacement measurements carried out until five years after the end of the construction. A parametric analysis was conducted for the prototypes, in order to investigate the effects of soil type, reinforcement type and internal geometry of the structures. Among the most important conclusions obtained in this research, it is the large creep strains observed in prototype 7, the tendency of a linear potential slip surface observed for the walls constructed with granular backfills, and a log spiral slip surface for the prototypes constructed with cohesive backfills, the importance of the apparent cohesion in the behavior of the structures, and the reduction of the vertical movements of the structures with the increase of the amount of sand in the grain size distribution of the soil
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Srilatha, N. "Shaking Table Studies on Seismic Response of Unreinforced and Geosynthetic Reinforced Soil Slopes." Thesis, 2019. https://etd.iisc.ac.in/handle/2005/4464.

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Experiences from recent earthquake records all over the world suggest that reinforced soil slopes provide better resistance to the seismic forces and possess higher yield accelerations compared to unreinforced slopes. While the design and practice of geosynthetic reinforced soil slopes has reached a level where the basics are well established and the procedures are standardized, the seismic designs still lack complete understanding of concepts and principles that alter the performance of the slope during seismic episodes. This thesis presents results from shaking table tests on geosynthetic reinforced soil slopes subjected to cyclic base shaking to understand the influence of various parameters that govern the performance of these slopes during seismic events. A uniaxial shaking table was used in the study and reduced scale model slopes were built in a laminar box and were subjected to sinusoidal base shaking, varying the frequency and acceleration of base shaking in different tests. Various series of shaking table tests were carried out to study the effects of shaking acceleration, frequency of shaking, fines content in soil, type and quantity of reinforcement and slope inclination on the response of model slopes in terms of acceleration amplifications and horizontal displacements. Acceleration of shaking was varied between 0.1g - 0.3g and frequency was varied between 1Hz - 16Hz in different tests. The frequency of testing was much below the natural frequency of the slopes. Two soils, a clayey sand with 44% fines content and a poorly graded sand with no fines were used to study the effect of fines content on the slope response. A geotextile and a biaxial geogrid were used to study the effect of type of reinforcement and reinforcement was placed in single, two and three layers in different tests to study the effect of quantity of reinforcement. Slope inclination was varied as 45, 60 and 75. While understanding the influence of reinforcement parameters, soil gradation and slope angle, tests were carried out at different accelerations and frequencies, to investigate the influence of these parameters under different ground shaking conditions. Results from shaking table tests revealed that among all the parameters studied, soil gradation has greater influence on the seismic response of the unreinforced as well as reinforced soil slopes. Slopes made of sand without fines showed highest acceleration amplifications and displacements. While the slopes made of clayey sand showed higher displacements at higher frequency levels, exhibiting progressive failure, slopes built with cohesionless sand showed higher seismic response at low-frequency high-amplitude motions, exhibiting sudden flowslide type of failure. Inclusion of reinforcement did not have significant influence on the acceleration amplifications, but the displacements were drastically reduced by reinforcing the slopes, the beneficial effect more pronounced in case of slopes made of sand without fines. Among the two types of geosynthetics used in the study, both were equally effective in reducing the deformations, the different being not significant. Results showed that reinforcement saturation occurred in the models at 2 layers, beyond which further increase in reinforcement did not influence the response of the slope. The catastrophic flowslide occurred in unreinforced slope at low frequency shaking in case of sand without fines is completely arrested by reinforcing the slope with three layers of geotextile and the deformations were reduced by about 92% for that case, indicating the importance of soil reinforcement in mitigating seismic hazards. Increase in slope angle resulted in increase in deformations but the acceleration amplifications remained unaffected. Steeper slopes benefitted more by the inclusion of reinforcing layers. Displacements computed using Newmark’s sliding block method agreed reasonably well with the experimental measurements.
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Gregory, Garry Haden. "Shear strength, creep and stability of fiber-reinforced soil slopes." 2006. http://digital.library.okstate.edu/etd/umi-okstate-1744.pdf.

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Books on the topic "Reinforced Soil Slopes"

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Highway Innovative Technology Evaluation Center (U.S.), ed. Evaluation of the Maccaferri Green Terramesh reinforced slope system: Final report July 9, 2003. Reston, VA: American Society of Civil Engineers, 2003.

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National Research Council (U.S.). Transportation Research Board., ed. Behavior of jointed rock masses and reinforced soil structures, 1991. Washington, D.C: Transportation Research Board, National Research Council, 1991.

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United States. Federal Highway Administration. and Earth Engineering & Sciences, Inc., eds. Corrosion/degradation of soil reinforcements for mechanically stabilized earth walls and reinforced soil slopes: FHWA demonstration project 82, Reinforced soil structures MSEW and RSS. [Washington, D.C.]: U.S. Dept. of Transportation, Federal Highway Administration, 1997.

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United States. Federal Highway Administration. Office of Technology Applications. and Earth Engineering & Sciences, Inc., eds. Corrosion/degradation of soil reinforcements for mechanically stabilized earth walls and reinforced soil slopes. Washington, D.C: Federal Highway Administration, Office of Technology Applications, 1996.

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National Highway Institute (U.S.) and Ryan R. Berg & Associates, eds. Corrosion/degradation of soil reinforcements for mechanically stabilized earth walls and reinforced soil slopes. Washington, D.C.]: U.S. Dept. of Transportation, Federal Highway Administration, National Highway Institute, 2009.

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E, Barry P., Christopher R, United States. Federal Highway Administration., and Earth Engineering & Sciences, Inc., eds. Mechanically stabilized earth walls and reinforced soil slopes design and construction guidelines: FHWA demonstration project 82, Reinforced soil structures WSEW and RSS. [Washington, D.C.]: U.S. Dept. of Transportation, Federal Highway Administration, 1998.

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E, Barry P., Christopher R, United States. Federal Highway Administration., and Earth Engineering & Sciences, Inc., eds. Mechanically stabilized earth walls and reinforced soil slopes design and construction guidelines: FHWA demonstration project 82, Reinforced soil structures WSEW and RSS. [Washington, D.C.]: U.S. Dept. of Transportation, Federal Highway Administration, 1998.

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E, Barry P., Christopher R, United States. Federal Highway Administration., and Earth Engineering & Sciences, Inc., eds. Mechanically stabilized earth walls and reinforced soil slopes design and construction guidelines: FHWA demonstration project 82, Reinforced soil structures MSEW and RSS. [Washington, D.C.]: U.S. Dept. of Transportation, Federal Highway Administration, 1997.

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9

E, Barry P., Christopher R, United States. Federal Highway Administration., and Earth Engineering & Sciences, Inc., eds. Mechanically stabilized earth walls and reinforced soil slopes design and construction guidelines: FHWA demonstration project 82, Reinforced soil structures MSEW and RSS. [Washington, D.C.]: U.S. Dept. of Transportation, Federal Highway Administration, 1997.

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United States. Federal Highway Administration. Office of Infrastructure., ed. RSS, Reinforced Slope Stability: A microcomputer program : user's manual. [Washington, D.C.]: U.S. Dept. of Transportation, Federal Highway Administration, Office of Infrastructure, 1999.

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Book chapters on the topic "Reinforced Soil Slopes"

1

Yogendrakumar, M., R. J. Bathurst, and W. D. Liam Finn. "Response of reinforced soil slopes to earthquake loadings." In Earthquake Engineering, edited by Shamim A. Sheikh and S. M. Uzumeri, 445–52. Toronto: University of Toronto Press, 1991. http://dx.doi.org/10.3138/9781487583217-057.

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Dantas, Bruno Teixeira, and Maurício Ehrlich. "Numerical analysis of reinforced soil slopes under working stress conditions." In Slope Stability Engineering, 1055–60. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203739600-72.

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Naskar, Soumen, and Awdhesh Kumar Choudhary. "Behaviour of Buried Pipelines in Geosynthetics Reinforced Soil Slopes." In Dynamics of Soil and Modelling of Geotechnical Problems, 145–57. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-5605-7_14.

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Sharma, Animesh, P. T. Raju, V. Sreedhar, and Hemant Mahiyar. "Slope Stability Analysis of Steep-Reinforced Soil Slopes Using Finite Element Method." In Lecture Notes in Civil Engineering, 163–71. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0368-5_18.

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Yako, M. A., and B. R. Christopher. "Polymerically Reinforced Retaining Walls and Slopes in North America." In The Application of Polymeric Reinforcement in Soil Retaining Structures, 239–83. Dordrecht: Springer Netherlands, 1988. http://dx.doi.org/10.1007/978-94-009-1405-6_8.

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Ghosh, Priyanka, Surya Kumar Pandey, and S. Rajesh. "Seismic Stability of Slopes Reinforced with Micropiles—A Numerical Study." In Latest Developments in Geotechnical Earthquake Engineering and Soil Dynamics, 411–22. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-1468-2_18.

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Pokharel, G., A. Fujii, and H. Miki. "Centrifuge model testing of reinforced soil slopes in the perspective of Kanto Loam." In Slope Stability Engineering, 985–89. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203739600-60.

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Xiao, Minhao, Yiying Zhao, and Ga Zhang. "Centrifuge Model Tests on Ecologically Reinforced Soil Slopes Under Vertical Loading." In Dam Breach Modelling and Risk Disposal, 212–20. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-46351-9_20.

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Vibha, S., and P. V. Divya. "Performance of Geosynthetic Reinforced Steep Soil Slopes at the Onset of Rainfall Infiltration." In Lecture Notes in Civil Engineering, 167–76. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6466-0_15.

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Chen, Hao, Fengchi Wang, Gang Xu, and Lilong Guo. "Laboratory Model Test of Eco-Concrete Slab Slope Protection." In Lecture Notes in Civil Engineering, 358–67. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-1260-3_33.

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Abstract:
AbstractIn order to study the protective effects of eco-concrete slope and the influencing factors of eco-concrete slope deformation. The displacement characteristics and ultimate bearing capacity of the slope model under different geometric parameters are obtained through the laboratory model test of eco-concrete slope protection, and the influence laws of slope deformation under different protection slope conditions are summarized, as well as the influence laws of soil compaction, soil moisture content and slope ratio on the horizontal displacement restraint capacity and stability of the slope. Compared with the unprotected slope, the ultimate load of the reinforced concrete slab slope and the ordinary concrete slab slope are increased by 2.2 times and 2.4 times respectively, and the horizontal displacement restraint capacity of the slope is increased by 29.3% and 51.6% respectively. The moisture content, compactness and slope gradient of slope soil have a certain influence on the deformation restraint capacity of slope protected by vegetation concrete slab.
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Conference papers on the topic "Reinforced Soil Slopes"

1

Procházka, P., and J. Trckova. "Back analysis of reinforced soil slopes." In MATERIALS CHARACTERISATION 2007. Southampton, UK: WIT Press, 2007. http://dx.doi.org/10.2495/mc070421.

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Sahoo, S., B. Manna, and K. G. Sharma. "Seismic Stability Analysis of Un-Reinforced and Reinforced Soil Slopes." In Fourth Geo-China International Conference. Reston, VA: American Society of Civil Engineers, 2016. http://dx.doi.org/10.1061/9780784480007.009.

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Christopher, B. R., D. Leshchinsky, and R. Stulgis. "Geosynthetic-Reinforced Soil Walls and Slopes: US Perspective." In Geo-Frontiers Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40788(167)12.

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Jones, Colin J. F. P. "Geosynthetic-Reinforced Soil Walls and Slopes: European Perspectives." In Geo-Frontiers Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40788(167)11.

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Otani, J., and H. Ochiai. "Geosynthetic-Reinforced Soil Walls and Slopes: Japanese Perspectives." In Geo-Frontiers Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40788(167)10.

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Bueno, Benedito de S. "Geosynthetic-Reinforced Soil Walls and Slopes: Brazilian Perspectives." In Geo-Frontiers Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40788(167)9.

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Dhanya, K. A., and P. V. Divya. "Reinforced Composites for Resilient Reinforced Soil Slopes to Prevent Rainfall Induced Failures." In Geo-Congress 2022. Reston, VA: American Society of Civil Engineers, 2022. http://dx.doi.org/10.1061/9780784484012.061.

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Mandal, J. N., S. Kumar, and C. L. Meena. "Centrifuge Modeling of Reinforced Soil Slopes Using Tire Chips." In Geo-Frontiers Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40787(166)7.

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Lin, Yong-liang, Xin-xing Li, and Meng-xi Zhang. "Limit Analysis of Reinforced Soil Slopes Based on Composite Reinforcement Mechanism." In GeoShanghai International Conference 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41108(381)6.

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Choudhury, Deepankar, and Deepa Modi. "Displacement-Based Seismic Stability Analyses of Reinforced and Unreinforced Slopes Using Planar Failure Surfaces." In Geotechnical Earthquake Engineering and Soil Dynamics Congress IV. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40975(318)189.

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