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Cheung, Kwong-chung. "Reinforced earth wall design & construction in northern access road for Cyberport Development /." View the Table of Contents & Abstract, 2005. http://sunzi.lib.hku.hk/hkuto/record/B3676288X.
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Cheung, Kwong-chung, and 張光中. "Reinforced earth wall design & construction in northern access road for Cyberport Development." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2005. http://hub.hku.hk/bib/B45014279.
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Imamoglu, Baris. "Case history strain and force distribution in HDPE reinforced wall /." Access to citation, abstract and download form provided by ProQuest Information and Learning Company; downloadable PDF file, 149 p, 2009. http://proquest.umi.com/pqdweb?did=1889078531&sid=8&Fmt=2&clientId=8331&RQT=309&VName=PQD.
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Thesis (M.C.E.)--University of Delaware, 2009.Principal faculty advisors: Dov Leshchinsky and Christopher L. Meehan, Dept. of Civil & Environmental Engineering. Includes bibliographical references.
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Abele, Nathan Daniel. "A Field Study of Construction Deformations in a Mechanically Stabilized Earth Wall." Connect to Online Resource-OhioLINK, 2006. http://rave.ohiolink.edu/etd/etdc/view?accnum=toledo1165597471.
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Thesis (M.S.C.E.)--University of Toledo, 2006.Typescript. "Submitted as partial fulfillment of the requirements for the degree Master of Science in Civil Engineering." Bibliography: leaves 53-55.
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Osman, Emad Abd El-Moniem Mohamed. "Experimental, theoretical and finite element analysis of a reinforced earth retaining wall including compaction and construction procedures." Thesis, University of Glasgow, 1990. http://theses.gla.ac.uk/2820/.
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This thesis is concerned with an experimental and theoretical study of the behaviour of a reinforced earth retaining wall built on a rigid foundation, during and after construction with special attention paid to the effect of the compaction process. The theory and development of reinforced earth, four case histories, and tests on full scale models and small scale models related to the effects of compaction and current design methods have been reviewed with comments. The research work is tackled on two fronts: - Experimental model study. - Theoretical studies. 1) Experimental model study The model study, a three dimensional model, simulates a vertical reinforced earth retaining wall of height 6.0m with a model scale `10'. The model comprises an open fronted wooden box 1300mm long, 900mm wide and 700mm high, and the box contains the wall retaining 1200Kg of sand reinforced with aluminium foil strips 0.1mm thick attached to perspex facing panels of 150 x 150 x 18mm each. The sand bed in the model was formed using a sand spreader, dust extractor machine and a vibratory compaction device simulating the compaction plant in the field. Sixty six strain gauges, sixteen miniature pressure cells, which were developed and calibrated completely in the laboratory, and eight LVDTs were used to monitor the behaviour of the wall before, during and after compaction, under various uniform and variable compaction lengths and different methods of construction. Two methods of calibrating the density in the models were established, viz. temporary metal metal cylinders and permanent perspex cylinders. 2) Theoretical studies These were divided into two sections as follows: a - Theoretical study of compaction. b - Finite element method.
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Hrvolová, Markéta. "Posouzení železobetonové konstrukce bytového domu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240277.
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The aim of the diploma thesis is static solution of selected parts of the residental house with formwork drawings and reinforcement drawings of designed structures included. Project describes the design and assessment of the monolitic slab structure, precast stair flights, basement loadbearing wall and retaining wall. For calculation of the internal forces was used software Scia Engineer.
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Herrera, Gaspar Alex Enrique, and Silva Santisteban Rodrigo Silva. "Análisis técnico-económico entre un muro de gaviones y un muro de suelo reforzado como solución de estabilidad de taludes en la carretera Choropampa – Cospan (Cajamarca)." Bachelor's thesis, Universidad Peruana de Ciencias Aplicadas (UPC), 2021. http://hdl.handle.net/10757/655858.
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La presente tesis busca analizar y comparar los dos sistemas de muro de contención más importantes en el Perú: muros de gaviones y muros de suelo reforzado con el sistema terramesh. Para esto, se tomará el proyecto de mejoramiento de la carretera Choropampa-Cospán en la región de Cajamarca, donde se presentan tres tramos críticos debido a los constantes derrumbes y a la inestabilidad de taludes en dichas zonas ocasionado por las pendientes muy pronunciadas que se generarían si no se utilizase muros de contención.
Para el diseño de muros de gaviones se utilizó la metodología ASD (Allowable Stress Design), el cual trabaja con un diseño por esfuerzos permisibles y utiliza un único factor de seguridad global; para ello se utilizó el programa Gawacwin. Para el diseño de los muros de suelo reforzado, se utilizó la metodología LRFD (Load And Resistance Factor Design). El cual trabaja con un diseño por la resistencia requerida y utiliza un factor de seguridad para la carga y otro factor de seguridad para la resistencia; para ello se utilizó el programa MSEW. Una vez diseñados ambos sistemas de muro de contención, se procedió a realizar un análisis comparativo técnico, en el cual se revisaron las características más importantes de cada sistema a la hora de la ejecución; y un análisis comparativo económico, en el cual se procedió a realizar un presupuesto referencial de cada uno de los sistemas tomando en cuenta los materiales a utilizar, la mano de obra, el movimiento de tierra y las actividades específicas a realizarse. Una vez obtenido los resultados correspondientes, se extrajo ratios comparativos que nos permitan obtener los costos por metro cuadrado de cada sistema y los costos por metro de altura.
Al final de la investigación se concluye que los muros de suelo reforzado son más económicos para alturas mayores a cuatro metros, dando como resultado que en los tramos uno y dos se recomienden usar muros de gaviones, mientras que en el tramo tres se opte por un muro de suelo reforzado.This thesis analyzes and compares the two most common retaining wall systems in Peru: gabion walls and reinforced soil walls with Terramesh system. For this comparison, the project “improvement of the Choropampa-Cospán road in the region of Cajamarca” was chosen, where there are three critical sections with problems of constant landslides and slope instability caused by slopes very pronounced that would be generated if no retaining walls were used. The design of gabion walls is done with ASD methodology (Allowable Stress Design), which works with allowable stress design and uses a single global safety factor; the Gawacwin program was used to do that design. The design of reinforced soil walls uses LRFD (Load and Resistance Factor Design) methodology, which works with a design by the required strength and uses a safety factor for loading and another safety factor for resistance; for this the MSEW program was used. Once both systems are designed, we proceeded to perform a technical comparative analysis with the most important features of each system at construction; and an economic comparative analysis using reference budget for each system, where we calculated the cost of the materials used, workers, earthwork and specific activities to be carried out. Once obtained the results, we look for comparative ratios that allow us to get the cost per square meter of each system and the cost per square meter of each height. At the end of the investigation we concluded that the walls of reinforced soil are more economical for heights over four meters, so in the sections one and two are recommended using gabion walls, while in the section three are recommended the construction of reinforced soil retaining wall.
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Iacorossi, Matteo. "Centrifuge modeling of earth-reinforced retaining walls." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2012. http://amslaurea.unibo.it/3369/.
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Object of this thesis has been centrifuge modelling of earth reinforced retaining walls with modular blocks facing in order to investigate on the influence of design parameters, such as length and vertical spacing of reinforcement, on the behaviour of the structure.
In order to demonstrate, 11 models were tested, each one with different length of reinforcement or spacing. Each model was constructed and then placed in the centrifuge in order to artificially raise gravitational acceleration up to 35 g, reproducing the soil behaviour of a 5 metre high wall. Vertical and horizontal displacements were recorded by means of a special device which enabled tracking of deformations in the structure along its longitudinal cross section, essentially drawing its deformed shape.
As expected, results confirmed reinforcement parameters to be the governing factor in the behaviour of earth reinforced structures since increase in length and spacing improved structural stability. However, the influence of the length was found out to be the leading parameter, reducing facial deformations up to five times, and the spacing playing an important role especially in unstable configurations.
When failure occurred, failure surface was characterised by the same shape (circular) and depth, regardless of the reinforcement configuration.
Furthermore, results confirmed the over-conservatism of codes, since models with reinforcement layers 0.4H long showed almost negligible deformations.
Although the experiments performed were consistent and yielded replicable results, further numerical modelling may allow investigation on other issues, such as the influence of the reinforcement stiffness, facing stiffness and varying backfills.
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Alhajj, Chehade Hicham. "Geosynthetic-Reinforced Retaining Walls-Deterministic And Probabilistic Approaches." Thesis, Université Grenoble Alpes, 2021. http://www.theses.fr/2021GRALI010.
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L'objectif de cette thèse est de développer, dans le cadre de la mécanique des sols, des méthodes d’analyse de la stabilité interne des murs de soutènement renforcés par géosynthétiques sous chargement sismique. Le travail porte d'abord sur des analyses déterministes, puis est étendu à des analyses probabilistes. Dans la première partie de cette thèse, un modèle déterministe, basé sur le théorème cinématique de l'analyse limite, est proposé pour évaluer le facteur de sécurité d’un mur en sol renforcé ou la résistance nécessaire du renforcement pour stabiliser la structure. Une technique de discrétisation spatiale est utilisée pour générer une surface de rupture rotationnelle, afin de pouvoir considérer des remblais hétérogènes et/ou de représenter le chargement sismique par une approche de type pseudo-dynamique. Les cas de sols secs, non saturés et saturés sont étudiés. La présence de fissures dans le sol est également prise en compte. Ce modèle déterministe permet d’obtenir des résultats rigoureux et est validé par confrontation avec des résultats existants dans la littérature. Dans la deuxième partie du mémoire de thèse, ce modèle déterministe est utilisé dans un cadre probabiliste. Tout d'abord, l’approche en variables aléatoires est utilisée. Les incertitudes considérées concernent les paramètres de résistance au cisaillement du sol, la charge sismique et la résistance des renforcements. L'expansion du chaos polynomial qui consiste à remplacer le modèle déterministe coûteux par un modèle analytique, combinée avec la technique de simulation de Monte Carlo est la méthode fiabiliste considérée pour effectuer l'analyse probabiliste. L'approche en variables aléatoires néglige la variabilité spatiale du sol puisque les propriétés du sol et les autres paramètres modélisés par des variables aléatoires, sont considérés comme constants dans chaque simulation déterministe. Pour cette raison, dans la dernière partie du manuscrit, la variabilité spatiale du sol est considérée en utilisant la théorie des champs aléatoires. La méthode SIR/A-bSPCE, une combinaison entre la technique de réduction dimensionnelle SIR (Sliced Inverse Regression) et une expansion de chaos polynomial adaptative (A-bSPCE), est la méthode fiabiliste considérée pour effectuer l'analyse probabiliste. Le temps de calcul total de l'analyse probabiliste, effectuée à l'aide de la méthode SIR-SPCE, est considérablement réduit par rapport à l'exécution directe des méthode probabilistes classiques. Seuls les paramètres de résistance du sol sont modélisés à l'aide de champs aléatoires, afin de se concentrer sur l'effet de la variabilité spatiale sur les résultats fiabilistesThe aim of this thesis is to assess the seismic internal stability of geosynthetic reinforced soil retaining walls. The work first deals with deterministic analyses and then focus on probabilistic ones. In the first part of this thesis, a deterministic model, based on the upper bound theorem of limit analysis, is proposed for assessing the reinforced soil wall safety factor or the required reinforcement strength to stabilize the structure. A spatial discretization technique is used to generate the rotational failure surface and give the possibility of considering heterogeneous backfills and/or to represent the seismic loading by the pseudo-dynamic approach. The cases of dry, unsaturated and saturated soils are investigated. Additionally, the crack presence in the backfill soils is considered. This deterministic model gives rigorous results and is validated by confrontation with existing results from the literature. Then, in the second part of the thesis, this deterministic model is used in a probabilistic framework. First, the uncertain input parameters are modeled using random variables. The considered uncertainties involve the soil shear strength parameters, seismic loading and reinforcement strength parameters. The Sparse Polynomial Chaos Expansion that consists of replacing the time expensive deterministic model by a meta-model, combined with Monte Carlo Simulations is considered as the reliability method to carry out the probabilistic analysis. Random variables approach neglects the soil spatial variability since the soil properties and the other uncertain input parameters, are considered constant in each deterministic simulation. Therefore, in the last part of the manuscript, the soil spatial variability is considered using the random field theory. The SIR/A-bSPCE method, a combination between the dimension reduction technique, Sliced Inverse Regression (SIR) and an active learning sparse polynomial chaos expansion (A-bSPCE), is implemented to carry out the probabilistic analysis. The total computational time of the probabilistic analysis, performed using SIR-SPCE, is significantly reduced compared to directly running classical probabilistic methods. Only the soil strength parameters are modeled using random fields, in order to focus on the effect of the spatial variability on the reliability results
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Boyle, Stanley R. "Deformation prediction of geosynthetic reinforced soil retaining walls /." Thesis, Connect to this title online; UW restricted, 1995. http://hdl.handle.net/1773/10201.
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Lee, Wei F. "Internal stability analyses of geosynthetic reinforced retaining walls /." Thesis, Connect to this title online; UW restricted, 2000. http://hdl.handle.net/1773/10159.
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Gammage, Paul J. "Centrifuge modelling of soil nailed walls." Thesis, Cardiff University, 1997. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.262723.
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Kang, Beongjoon. "Framework for design of geosynthetic reinforced segmental retaining walls." Thesis, University of Delaware, 2014. http://pqdtopen.proquest.com/#viewpdf?dispub=3613014.
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This thesis is concerned with a design-oriented formulation of reinforced Segmental Retaining Wall (SRW) structures. The formulation follows the concept of the safety map used in slope stability analysis. It calculates the minimum tensile force requirement along each reinforcement layer by utilizing limit equilibrium method with log spiral surface. In the formulation, the force in the reinforcement at each location produces a limit equilibrium state. It considers the pullout capacity of each reinforcement layer. Consequently, the required distribution of tensile force along each layer is produced rendering a baseline solution for design. The calculated tensile force distribution considers the required force and pullout resistance of all other layers. Hence, it produces an optimized system where failure is equally likely to occur at any point within the reinforced soil mass. The developed framework enables one to decide the required strength of the connection between the reinforcement and the facing. Extensive parametric studies were carried out to evaluate the effect of the each component comprising the system. The parametric studies consider the wall geometry, the quality of backfill, the length and spacing of reinforcement, the effects of intermediate layers, the pullout resistance, the coverage ratio, the toe resistance, and the impact of seismic loading. Verification of the analytical framework was conducted through comparison with some records of full-scale and centrifuge experiments. Design implications are presented through some examples.
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Bailey, Rosslyn. "The properties and applications of fibre-reinforced sand in geotechnical structures." Thesis, University of the West of Scotland, 2000. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.311780.
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Loh, Kelvin. "An investigation into the seismic performance and progressive failure mechanism of model geosynthetic reinforced soil walls." Thesis, University of Canterbury. Department of Civil and Natural Resources Engineering, 2013. http://hdl.handle.net/10092/8734.
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Geosynthetic reinforced soil (GRS) walls involve the use of geosynthetic reinforcement (polymer material) within the retained backfill, forming a reinforced soil block where transmission of overturning and sliding forces on the wall to the backfill occurs. Key advantages of GRS systems include the reduced need for large foundations, cost reduction (up to 50%), lower environmental costs, faster construction and significantly improved seismic performance as observed in previous earthquakes. Design methods in New Zealand have not been well established and as a result, GRS structures do not have a uniform level of seismic and static resistance; hence involve different risks of failure. Further research is required to better understand the seismic behaviour of GRS structures to advance design practices.
The experimental study of this research involved a series of twelve 1-g shake table tests on reduced-scale (1:5) GRS wall models using the University of Canterbury shake-table. The seismic excitation of the models was unidirectional sinusoidal input motion with a predominant frequency of 5Hz and 10s duration. Seismic excitation of the model commenced at an acceleration amplitude level of 0.1g and was incrementally increased by 0.1g in subsequent excitation levels up to failure (excessive displacement of the wall panel). The wall models were 900mm high with a full-height rigid facing panel and five layers of Microgird reinforcement (reinforcement spacing of 150mm). The wall panel toe was founded on a rigid foundation and was free to slide. The backfill deposit was constructed from dry Albany sand to a backfill relative density, Dr = 85% or 50% through model vibration.
The influence of GRS wall parameters such as reinforcement length and layout, backfill density and application of a 3kPa surcharge on the backfill surface was investigated in the testing sequence. Through extensive instrumentation of the wall models, the wall facing displacements, backfill accelerations, earth pressures and reinforcement loads were recorded at the varying levels of model excitation. Additionally, backfill deformation was also measured through high-speed imaging and Geotechnical Particle Image Velocimetry (GeoPIV) analysis. The GeoPIV analysis enabled the identification of the evolution of shear strains and volumetric strains within the backfill at low strain levels before failure of the wall thus allowing interpretations to be made regarding the strain development and shear band progression within the retained backfill.
Rotation about the wall toe was the predominant failure mechanism in all excitation level with sliding only significant in the last two excitation levels, resulting in a bi-linear displacement acceleration curve. An increase in acceleration amplification with increasing excitation was observed with amplification factors of up to 1.5 recorded. Maximum seismic and static horizontal earth pressures were recorded at failure and were recorded at the wall toe. The highest reinforcement load was recorded at the lowest (deepest in the backfill) reinforcement layer with a decrease in peak load observed at failure, possibly due to pullout failure of the reinforcement layer. Conversely, peak reinforcement load was recorded at failure for the top reinforcement layer.
The staggered reinforcement models exhibited greater wall stability than the uniform reinforcement models of L/H=0.75. However, similar critical accelerations were determined for the two wall models due to the coarseness of excitation level increments of 0.1g. The extended top reinforcements were found to restrict the rotational component of displacement and prevented the development of a preliminary shear band at the middle reinforcement layer, contributing positively to wall stability. Lower acceleration amplification factors were determined for the longer uniform reinforcement length models due to reduced model deformation. A greater distribution of reinforcement load towards the top two extended reinforcement layers was also observed in the staggered wall models.
An increase in model backfill density was observed to result in greater wall stability than an increase in uniform reinforcement length. Greater acceleration amplification was observed in looser backfill models due to their lower model stiffness. Due to greater confinement of the reinforcement layers, greater reinforcement loads were developed in higher density wall models with less wall movement required to engage the reinforcement layers and mobilise their resistance.
The application of surcharge on the backfill was observed to initially increase the wall stability due to greater normal stresses within the backfill but at greater excitation levels, the surcharge contribution to wall destabilising inertial forces outweighs its contribution to wall stability. As a result, no clear influence of surcharge on the critical acceleration of the wall models was observed. Lower acceleration amplification factors were observed for the surcharged models as the surcharge acts as a damper during excitation. The application of the surcharge also increases the magnitude of reinforcement load developed due to greater confinement and increased wall destabilising forces.
The rotation of the wall panel resulted in the progressive development of shears surface with depth that extended from the backfill surface to the ends of the reinforcement (edge of the reinforced soil block). The resultant failure plane would have extended from the backfill surface to the lowest reinforcement layer before developing at the toe of the wall, forming a two-wedge failure mechanism. This is confirmed by development of failure planes at the lowest reinforcement layer (deepest with the backfill) and at the wall toe observed at the critical acceleration level. Key observations of the effect of different wall parameters from the GeoPIV results are found to be in good agreement with conclusions developed from the other forms of instrumentation.
Further research is required to achieve the goal of developing seismic guidelines for GRS walls in geotechnical structures in New Zealand. This includes developing and testing wall models with a different facing type (segmental or wrap-around facing), load cell instrumentation of all reinforcement layers, dynamic loading on the wall panel and the use of local soils as the backfill material. Lastly, the limitations of the experimental procedure and wall models should be understood.
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Burgess, Gerald Peter. "Performance of two full-scale model geosynthetic-reinforced segmental retaining walls." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1999. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape8/PQDD_0002/MQ44902.pdf.
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Fu, Wai Ken. "An experimental investigation into reinforcement adherence in reinforced soil retaining walls." Thesis, Queen Mary, University of London, 2010. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.528974.
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Wilkinson, Ryan Jeffrey. "Behavior of Unreinforced Lightweight Cellular Concrete Backfill for Reinforced Concrete Retaining Walls." BYU ScholarsArchive, 2021. https://scholarsarchive.byu.edu/etd/9101.
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Lightweight cellular concrete (LCC) is a mixture of cement, water and foam, with a density less than 50 pcf. This material is being used increasingly often in a variety of construction applications due to its self-leveling, self-compacting, and self-consolidating properties. LCC may be used as a backfill or structural fill in areas where traditional granular backfill might normally be used. This material may be especially advantageous in areas where the underlying soil may not support the weight of a raised earth embankment. Testing on the behavior of LCC when used as backfill behind retaining walls is relatively limited. The effects of surcharge on the development of active pressure material are unknown. Two large-scale active pressure tests were conducted in the structures laboratory of Brigham Young University. Each test was performed within a 10-ft x 10-ft x 12-ft box that was filled with four lifts of LCC. Hydraulic jacks mounted to a steel reaction frame provided a surcharge load to the LCC surface. In the first test, the LCC was confined on three sides by the reaction frame, while the fourth side was confined by a reinforced concrete cantilever (RCC) wall. Both vertical and horizontal pressures and deflections were measured to determine the effect of the surcharge load on the development of active pressure behind the wall. In the second test, the LCC was confined on three sides and exposed on the fourth. Surcharge was applied to this sample in a similar fashion until the LCC reached ultimate failure. Vertical pressures and displacements, along with horizontal displacements, were measured in this test. Sample cylinders of LCC were cast at the time the test box was filled. These samples were tested periodically to determine the material strength and density. It was observed that the LCC backfill developed active pressure most similarly to a granular soil with a friction angle of 34º and a cohesion between 700 and 1600 psf. The RCC wall was seen to add vertical bearing capacity to the LCC, as well as prevent the catastrophic and brittle failure seen in the free-face test. It was also observed that an induced shear plane in the material dramatically decreased the total bearing capacity when compared to a uniformly loaded specimen with no induced shear plane. The results of this study were compared with design parameters given in previous research, and new design suggestions are presented herein.
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McLeod, Christina Helen. "Investigation into cracking in reinforced concrete water-retaining structures." Thesis, Stellenbosch : Stellenbosch University, 2013. http://hdl.handle.net/10019.1/80207.
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Thesis (MScEng)--Stellenbosch University, 2013.Durability and impermeability in a water-retaining structure are of prime importance if the structure is to fulfill its function over its design life. In addition, serviceability cracking tends to govern the design of water retaining structures. This research concentrates on load-induced cracking specifically that due to pure bending and to direct tension in South African reinforced concrete water retaining structures (WRS). As a South African design code for WRS does not exist at present, South African designers tend to use the British codes in the design of reinforced concrete water-retaining structures. However, with the release of the Eurocodes, the British codes have been withdrawn, creating the need for a South African code of practice for water-retaining structures. In updating the South African structural design codes, there is a move towards adopting the Eurocodes so that the South African design codes are compatible with their Eurocode counterparts. The Eurocode crack model to EN1992 (2004) was examined and compared to the corresponding British standard, BS8007 (1989). A reliability study was undertaken as the performance of the EN1992 crack model applied to South African conditions is not known. The issues of the influence of the crack width limit and model uncertainty were identified as being of importance in the reliability crack model.
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Saidin, Fadzilah. "Behavior of geosynthetic reinforced soil walls with poor quality backfills on yielding foundations /." Thesis, Connect to this title online; UW restricted, 2007. http://hdl.handle.net/1773/10124.
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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 soloDespite 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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Nascimento, Alessandro Lugli. "Análise de estabilidade de contenções, via MEF, considerando a interação solo-estrutura." Universidade de São Paulo, 2011. http://www.teses.usp.br/teses/disponiveis/3/3144/tde-30052012-122749/.
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Este trabalho tem a finalidade de estudar a influência da parede de concreto na análise de estabilidade de contenções atirantadas bem como discutir sobre segurança nestas análises. Para isto foram elaborados modelos em estado plano de deformação por meio do método dos elementos finitos, MEF, para análise. A parede de concreto foi modelada com variações de rigidez e modelos reológico, com o fim de se entender sua influência no fator de segurança. Por fim foi realizado um breve estudo sobre a utilização dos métodos estatísticos na análise de estabilidade de contenções.This work has the purpose of study the influence of the concrete wall in the stability analysis of tieback retaining walls and to discuss these safety analysis. Models were developed using plane strain state via the finite element method, FEM, for analysis. The concrete wall was modeled with variations of stiffness and rheological models, in order to bore its influence on the safety factor. Finally a brief study was conducted on the use of statistical methods in stability analysis of retaining walls.
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Baštová, Veronika. "Stavebně technologický projekt terasového bytového domu v Brně." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2012. http://www.nusl.cz/ntk/nusl-225670.
Full textAbstract:
The project deals with building technological study of the new building apartment house in Brno. Dimensions of the apartment building are 29.2 m x 57.2 m with shape of a rectangle. The apartment house is designed terraced in five floors as a brick structure of the ceramic blocks. Ceilings and construction in contact with the ground is reinforced concrete. In groundfloor are located garages, other floors are designed as residential. The project deals with technological processes of bottom building, time and financial demands of construction.
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Wei-Jr, Liann, and 連偉智. "Dynamic Behavior of Reinforced Retaining Wall." Thesis, 1998. http://ndltd.ncl.edu.tw/handle/92637664677044493639.
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Chen, Guo Xian, and 陳國賢. "Discussion on the Reinforced Retaining Wall Design Methods." Thesis, 1995. http://ndltd.ncl.edu.tw/handle/44850552487709021870.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
83
There are more than ten various design methods of rein- forced retaining walls have been published to date. Within these design methods exists very large difference on theory basis, hypothesis and consideration. However it still has few discussion on basis condition, limit and range of apply. More- over,it is more lack the research on rationality and applicabi- lity of hypothesis of design method. This text choice five design methods which is common use, and to conduct design with five types of reinforcement under different wall height. Then conduct numerical analysis against design results to discuss the rationality of hypothesis of design methods and the mechanical behavior of various rein- forced retaining wall. In addition, this text also discuss to the effect of underground water to reinforced retaining wall and the comparison of mechanical behavior of the wrapped facing wall and the concrete facing wall. According to the outcome of numerical analysis,it shown:the reinforced retaining wall which reinforcement strength is lower has higher Safe Retio, more well-distribution of the greatest value of reinforcement tension, the line of the greatest value of reinforcement tension approximate to the Rankine failure plane, the lateral earth pressure is more well-distributed and will approximate to the active earth pressure, larger lateral deformation of wall face. However, when the reinforced retaining wall with reinforcement strength is higher, the greatest value of reinforcement tension will linear-increased with depth rough- ly, the line of the greatest value of reinforcement tension seems approximate to the distribution of bilinear failure plane, the coefficient of earth pressure is about distribute between Ka and Ko.
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Chiang, Yen Tsung, and 蔣炎宗. "Mechanical Analysis Of Nonwoven Genotextile Reinforced Retaining Wall." Thesis, 1996. http://ndltd.ncl.edu.tw/handle/51535459790521100070.
Full textAbstract:
碩士國立臺灣科技大學
營建工程技術學系
84
The mechanical behavior of extensible geotextile reinforced retaining wall is studied in this research. A full-scale nonwoven geotextile reinforced retaining wall (1.2m × 1m × 1.5m in high × length × width) was built to monitor:(1) the vertical settlement and the maximum lateral deformation of the facing in each layer, (2) the distribution of tensile force in reinforcement, and (3) the development of failure surface in reinforced zone. Based on the experimental results, it is concluded that: (1) the Stage-Movable character of friction stress was proved by the full -scale test of nonwoven geotextile reinforced retaining wall,(2) the coefficient of lateral earth pressure near facing is approximately 0,(3) when the surcharge=0.8t/m2, the coefficient of later earth pressure is approximately the same as Ka in the top of the wall, but it is less than Ka in the bottom of the wall, (4) the shape of failure surface is bilinear which extend from toe to 2/3H in a constant slope, then it vertically extend to crest and the distance from facing to the bilinear failure surface is 0.4H.
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Ravi, Teja Vippagunta. "Numerical Analysis of Geocell Reinforced Earth Retaining Wall." Thesis, 2015. http://ethesis.nitrkl.ac.in/7922/1/2015_MT_NUMERICAL_TEJA.pdf.
Full textAbstract:
Now-a-days usage of concrete in the field of civil engineering is increasing rapidly in which most of it is going as waste due to improper management and care while placing it. The waste produced cannot be recycled/reused, so as to eradicate this some alternatives can be chosen. Mainly in the construction of retaining walls, concrete panels are used to support the backfill soil, but at the time of installation most of the panels get rejected because at the time of transportation and installation of panels. If proper care is not taken the ends get damaged by which there cannot be a proper bonding between the adjacent panels. So as to overcome this geocells are used in case of concrete panels which is a HDPE (High Density PolyEthylene) material which is a reusable can be used under any climatic conditions, transportation and installation of this material is easy and consumes less time. Geocells are placed in layers one above the other as the depth of geocell is restricted, so all the layers are placed with some inclination as it is easy to support backfill soil and the displacements generated among them can be encountered. Analysis of geocell reinforced retaining wall is done in PLAXIS 3D. PLAXIS 3D is a finite element analytical geotechnical software gives accurate results compared to that finite difference and limit equilibrium analytical software’s. In the PLAXIS 3D software, generation of geocell retaining wall models with inclinations are made and without load and with loading conditions. The results obtained from the analysis are collected and compared among themselves and from the comparison the retaining wall with a specific inclination which ever gives better result is suggested and some different arrangements of geocells are made with the suggested angle and results are analyzed.
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Miao, Ke-Chung, and 繆克忠. "A Study of Codes for Geosythetic Reinforced Retaining Wall." Thesis, 1997. http://ndltd.ncl.edu.tw/handle/33250460786056933740.
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Wu, Jaw-Feng, and 吳肇峰. "Large Scale Test of Reinforced Retaining Wall Backfilled with." Thesis, 1995. http://ndltd.ncl.edu.tw/handle/61398068606825094383.
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Wei, Jiun Rung, and 魏君蓉. "Reliability Analysis of Performance of Reinforced Retaining Wall Face." Thesis, 2007. http://ndltd.ncl.edu.tw/handle/84874578063981428399.
Full textAbstract:
碩士國立暨南國際大學
土木工程學系
95
The face deformation is the major consideration for design of reinforced retaining wall. In the study, we discuss the deformation behavior of reinforced retaining wall under static loading using numerical method. The study of deterministic and probabilistic parameters help to identify the effect of important parameters for the deformation behavior of reinforced retaining wall. The results of parameters study show that friction angle of soil and unit weight of soil are the most important parameters for stability of retaining wall. The elastic modulus for soil and geosynthetics are secondary factor of effect. The study adopts FLAC to analyze the deformation behavior of reinforced retaining wall under static loading. M-C simulation is applied to evaluate the uncertainty of geotechnical material and geosynthetics. The procedure of reliablilty based design for reinforced retaining wall is established base on simulated reliability of wall deformation.
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李信融. "Prametric Study of Gabion Wall Reinforced Earth Retaining Structure." Thesis, 2003. http://ndltd.ncl.edu.tw/handle/87628614970969750849.
Full textAbstract:
碩士國立中興大學
土木工程學系
91
In this study, a series of parametric study was conducted on two types of Gabion Wall Reinforced Earth Structure (GWRES) reinforced with hexagonal wire mesh, namely, the vertical wall type and step wall type. The numerical variables adopted for parametric study includes the internal friction angle of backfill materials ??(=20o~35o), elastic modulus of backfill material Eb (=103~105 Kpa) and elastic modulus of top foundation soil Ef (=103~105 Kpa). According to the analysis, it was found that the developed tensile force in reinforcement at bottom zone of GWRES is higher that at the top zone. This is due to the bulged type of lateral wall movement frequently occurred at the bottom zone of GWRES. However, for reinforcement installed at a specific level, the tensile force decreases with the increasing internal friction angle of backfill material ??and this can be inferred from the fact of the reduce of lateral earth pressure. In addition, the numerical results indicated that the elastic modulus of backfill material Eb in the range of 103~104 Kpa may cause significant effect on the wall movement and the development of tensile force of reinforcement in GWRES. On the contrary, as the magnitude of Eb value is higher than 105 Kpa, the variation of wall movement and distribution of tensile force of reinforcement appears not obvious. On the other hand, as the elastic modulus of top foundation soil Ef decreases from 104 to 103 Kpa, the maximum lateral wall movement might increase from 26.5 mm (20.9mm) to 117.8mm (89.0mm) for vertical wall type (step wall type) of GWRES respectively. This implies that the stiffness of foundation soil layer is one of the most crucial factor dominates the rigid motion and internal deformation of GWRES. Alternately, the wall settlement and the tensile force of reinforcement are significantly influenced by the stiffness of foundation soil layer immediately beneath the GWRES. Finally, it was observed that the consolidation settlement of foundation soft soil always results in an enormous distortion on GWRES. As a consequence, the tensile force in reinforcement might decrease due to the shrinkage of reinforcement caused by the backwards overturning of GWRES.
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Purohit, S. "Multi-objective optimization of reinforced cement concrete retaining wall." Thesis, 2014. http://ethesis.nitrkl.ac.in/6295/1/E-71.pdf.
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The optimum design of reinforced cement concrete cantilever (RCC) can be solved in the for the minimum cost satisfying required external and internal stability criteria. For high level decision making, an ideal optimization should give the optimized cost vis-a-vis corresponding factor of safety (FOS) against external stability like bearing, sliding and overturning, which is known as multi-objective optimization problem. In the present work multi-objective optimization of the RCC retaining wall is presented with conflicting objectives of minimum cost and maximum factor of safety against external stability. The Pareto-optimal front is presented using an evolutionary multi-objective optimization algorithm, non-dominated sorting genetic algorithm (NSGA-II). The results are compared with that obtained using single objective optimization of minimizing the cost. Based on the results a guideline for the optimum dimensioning of the RCC cantilever retaining wall is presented.
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Ko, Szu-Yu, and 柯思妤. "Stability Analyses of Reinforced Retaining Wall under Rainfall Infiltration Condition." Thesis, 2016. http://ndltd.ncl.edu.tw/handle/16703384942881136745.
Full textAbstract:
碩士國立中興大學
水土保持學系所
104
Firstly, using the inclinometer monitoring data of a road repair project at Nantou, Taiwan, this study carried out a 3-D numerical simulation to investigate the stabilization mechanism of geogrid reinforcement. Comparing the lateral displacement of geogrid reinforcement from simulation with those from measurement, one can verify the validities of the numerical procedures and material model parameters used in the simulation. Subsequently, a model geogrid reinforcement consists of colluviums was set up for carrying out a series of parametric studies to investigate their effects on the deformation behavior, mechanical properties, and slope stability. In numerical experiments, the numerical variables consist of material and geometry types encompass: geogrid length Ld, geogrid spacing Sv, geogrid configuration, geogrid stiffness, and the angle of reinforcement. Meanwhile, a model geogrid reinforcement consists of colluviums was set up for carrying out a series of rainfall induced seepage analyses and parametric studies on various hydraulic numerical variables to investigate their effects on the degree of saturation S(%), pore water pressure Pwater, and slope stability during rainfall. The numerical variables adopted in parametric studies include: design rainfall pattern, and initial groundwater level (hwo). At last, a model geogrid reinforcement was set up for carrying out a certain rainfall induced seepage analysis to investigate their effects on the degree of saturation S(%), pore water pressure Pwater, and slope stability during rainfall. The numerical variable adopted in parametric studies is drainage configuration. For calibrated and verified simulations, the numerical results of slope stabilized by geogrid reinforcement demonstrate that the lateral displacement shaft from simulations are fairly coincident with those from observations. According to the numerical results of a homogeneous slope stabilized by geogrid reinforcement, following conclusions can be drawn: (1) For a slope with geogrid reinforcement, the FS value increases with the increasing geogrid length (Ld=3.75 4.00 5.00 m). (2) For a slope with geogrid reinforcement, the FS value reduces with the increasing geogrid length (Sv=0.4 0.5 1.0 m). (3) For a slope with geogrid reinforcement, the FS value goes up then down with the increasing distance from toe (Z=0.0→0.5→1.0→1.5 m). In addition, when the distance from toe Z=1.0 m, the FS value will reach the maximun. (4) For a slope with geogrid reinforcement, the FS value reduces with the reducing geogrid stiffness (EA=200→150→100 kN). (5) For a slope with geogrid reinforcement, the FS value increases with the reducing slope degree (=84.3°→73.3°→63.4°). Based on the numerical experiments of rainfall induced seepage analyses for a geogrid reinforcement model, several conclusions are made: (1) For a designated duration of rainfall, the FS value of the slope with geogrid reinforcement is relatively low for a high-intensity rainfall (return period 2 years rainfall return period 20 years rainfall, FS=5.345 2.296). (2) For a specific duration of rainfall, the FS value tends to be lower when the initial groundwater level becomes higher. For example, a high groundwater level hwo=6 m low groundwater level hwo=10 m, the factor of safety FS=3.829→4.841. At last, the result of a certain rainfall induced seepage analysis to investigate drainage configuration shows that the drainage volume will effects the dissipation rate of precipitation. As the saturation increases less with the larger drainage volume, the FS value reduces less. Keywords: geogrid reinforcement, rainfall infiltration, degree of saturation, pore water pressure, compaction, drainage, factor of safety (FS value)
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Ezzein, Fawzy Mohammad. "Influence of Foundation Stiffness on Reinforced Soil Wall." Thesis, 2007. http://hdl.handle.net/1974/899.
Full textAbstract:
The influence of yielding foundations on the mechanical behaviour of reinforced soil walls including wall deformations and loads (strains) in the reinforcement layers is very complex. Based on a review of the literature, there is a need to quantify and isolate the influence of foundation boundary type and magnitude of foundation stiffness on deformations and reinforcement loads in geosynthetic reinforced soil walls.
This thesis presents the results of a series of 1/6-scale reinforced soil wall model tests that were carried out to examine the influence of horizontal and vertical toe compliance and vertical foundation compressibility on wall behaviour.
The heavily instrumented walls were constructed in a strongbox that was 1.2 m high by 1.6 m wide and retained soil to a distance of 2.3 m behind the facing. The models were uniformly surcharged in stages following construction.
The experimental program consisted of three groups of tests. Group 1 tests involved five walls. One wall was constructed with a very stiff horizontal restraint, and three walls were constructed with different horizontal toe stiffness using combinations of coiled springs. The remaining wall in this series was constructed without any horizontal toe restraint.
Group 2 was comprised of three walls. One wall was a control wall with a rigid toe. The other two walls were constructed with different vertical toe stiffness support using different combinations of rubber blocks.
Group 3 included a control wall with a rigid foundation and a companion wall constructed with a compressible foam and rubber layers below the backfill soil and the wall facing.
The results demonstrate that the quantitative behaviour of the models was affected by the type and magnitude of foundation stiffness. For example, as horizontal toe stiffness increased a greater portion of the total horizontal earth load against the wall facing was carried by the toe. The data showed that the shape of facing lateral deformation profiles changed from rotation about the toe for the case of a very stiff horizontal toe to a more uniform profile for the unrestrained toe case. For the case of a rigid vertical footing support below the facing, vertical toe loads were greater than those computed from facing self-weight alone due to down-drag forces developed at the facing–reinforcement connections as the wall facing moved outward. As vertical toe support stiffness decreased with respect to foundation compressibility below the soil backfill, the magnitude of soil down-drag forces diminished resulting in a decrease in vertical toe load.Thesis (Master, Civil Engineering) -- Queen's University, 2007-10-27 12:15:56.027
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CHAN, BING-FU, and 詹秉富. "Model Tests on Geogrid-Reinforced Soil Retaining Wall Backfilled with Gravel." Thesis, 2016. http://ndltd.ncl.edu.tw/handle/33548640123592476932.
Full textAbstract:
碩士國立雲林科技大學
營建工程系
104
In this study, a series of plane strain model tests on wrap-faced geogrid-reinforced soil (GRS) retaining wall bacfilled with gravels were conducted. Three types of geogrids having different nominal strengths were used. The dimensions of the model wall were 183 cm (width) × 80 cm (depth) × 112 cm (height). A strip footing of 30 cm wide, having its setback distance equal to 50cm was located on the surface of backfill to resist the applied vertical load during model test. The vertical pressure and displacement of footing base were measured in the tests. Besides, by using photogrammetric analysis method, the deformation patterns of soil particle, the lateral movement of facing and the progressive failure process of soil based on the calculated shear strain contours were also obtained. The test results indicated that compared to unreinforced soil, the bearing capacity of reinforced gravel was increased. It was found that the higher stiffness of reinforcement the higher value of bearing capacity and lower value of later deformation of facing. The figures of deformed grid point, the contour of maximum shear strain and vector of the zero-extension line of soil all revealed the process of progressive shear failure of retaining wall. The deformation pattern and shear zone area were found to be significantly influenced by the inclusion of reinforcement.
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BARMAN, SUKRITI. "STUDY ON IMPROVEMENT OF STABILITY OF RETAINING WALL REINFORCED WITH GEOGRID." Thesis, 2022. http://dspace.dtu.ac.in:8080/jspui/handle/repository/19420.
Full textAbstract:
Mechanically stabilized earth (MSE) retaining wall is a distinctive structure which is used
extensively in the recent days. Generally, there are various types of soil reinforcement can be
used in mechanically stabilized earth retaining wall. Steel strip, welded steel grid, wire mesh,
geogrids, and geotextile sheets are examples of modern soil-reinforcing elements. The adoption
of a facing system minimizes soil erosion between reinforcing parts and enables for the safe
construction of steep slopes and steep walls. Since the early 1970s, geosynthetic materials are
produced and then used as reinforcement material in soil retaining structures. Geosynthetics
have been increasingly popular in reinforced soil constructions, and they currently account for
a considerable percentage of reinforced soil industry. Technological advances in the polymer
sector have been regularly comprised into new geosynthetic products, improving the qualities
of geosynthetic materials used in geotechnical applications. Geogrid is one of the main products
of geosynthetic materials. Tieback anchors are developed to reach the optimum rigidity
achievable within financial constraints in order to limit wall displacement and ground
settlement. Horizontal deflection, vertical deflection and factor of safety under the effect of
various stiffness of geogrids are studied. Geogrids are applied into varying height of wall too.
Tie back anchor is coupled with geogrid and the effect on reducing horizontal deflection has
been studied. The length of geogrid and the surcharge load are taken constant and comparison
has been drawn between with and without geogrid structure. Significant improvement of
stability of structure is shown after application of geogrid. While collaborating with tie anchors
it gives better result in controlling horizontal deflection of structures. The combination of
geogrid and soil effectively enhances the deformation of the retaining wall structure and the
overall stability.
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Lo, Wen-Chang, and 羅文政. "Effects of Waste Tires on the Wall Faced of Modular Block Geosynthetic Reinforced Retaining Wall." Thesis, 2005. http://ndltd.ncl.edu.tw/handle/66765853939613787934.
Full textAbstract:
碩士國立嘉義大學
土木與水資源學系碩士班
93
This study used FLAC software to establish a two dimensional static and dynamic model of modular block with waste tires faced geosyntheic reinforced soil(GRS).It was used to analyze the discrepancy between modular block faced geosyntheic reinforced soil(MBF-GRS) wall faced and waste tires faced geosyntheic reinforced soil(WTF-GRS) concrete block wall faced. Furthermore, the cable element and beam element on modular block were used to simplify the bolt reinforced interface element in different materials（interface element）.The increase of reinforced incurring strength due to the the backfill was modified by Duncan Hyperbola model.In addition, it also discussed whether the WTF-GRS could resist external force such as earthquake.The static model was tested by Canada imperial family full-size experiment wall（RMCC 1）.In case, the simulation displacement of wall faced and the strain of reinforced were accepted, the dynamic model was then tested by Taichung county big pit village county 129 road upside slope side MBF-GRS（Site 1）.The simulation results showed that the WTF-GRS could reduce the wall faced displacement about 76％ than that of MBF-GRS, and could decrease the reinforced axial strength about 23％. It also showed that WTF-GRS could cut down the destruction by connecting reinforced in protruding of wall abdomen and overall collapse.
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Zarnani, Saman. "SEISMIC PERFORMANCE OF GEOSYNTHETIC-SOIL RETAINING WALL STRUCTURES." Thesis, 2011. http://hdl.handle.net/1974/6463.
Full textAbstract:
Vertical inclusions of expanded polystyrene (EPS) placed behind rigid retaining walls were investigated as geofoam seismic buffers to reduce earthquake-induced loads. A numerical model was developed using the program FLAC and the model validated against 1-g shaking table test results of EPS geofoam seismic buffer models. Two constitutive models for the component materials were examined: elastic-perfectly plastic with Mohr-Coulomb (M-C) failure criterion and non-linear hysteresis damping model with equivalent linear method (ELM) approach. It was judged that the M-C model was sufficiently accurate for practical purposes. The mechanical property of interest to attenuate dynamic loads using a seismic buffer was the buffer stiffness defined as K = E/t (E = buffer elastic modulus, t = buffer thickness). For the range of parameters investigated in this study, K ≤ 50 MN/m3 was observed to be the practical range for the optimal design of these systems. Parametric numerical analyses were performed to generate design charts that can be used for the preliminary design of these systems.
A new high capacity shaking table facility was constructed at RMC that can be used to study the seismic performance of earth structures. Reduced-scale models of geosynthetic reinforced soil (GRS) walls were built on this shaking table and then subjected to simulated earthquake loading conditions. In some shaking table tests, combined use of EPS geofoam and horizontal geosynthetic reinforcement layers was investigated. Numerical models were developed using program FLAC together with ELM and M-C constitutive models. Physical and numerical results were compared against predicted values using analysis methods found in the journal literature and in current North American design guidelines. The comparison shows that current Mononobe-Okabe (M-O) based analysis methods could not consistently satisfactorily predict measured reinforcement connection load distributions at all elevations under both static and dynamic loading conditions. The results from GRS model wall tests with combined EPS geofoam and geosynthetic reinforcement layers show that the inclusion of a EPS geofoam layer behind the GRS wall face can reduce earth loads acting on the wall facing to values well below those recorded for conventional GRS wall model configurations.Thesis (Ph.D, Civil Engineering) -- Queen's University, 2011-04-28 16:56:57.084
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Yang, Zhe-Wei, and 楊哲瑋. "Horizontal Deformation of Geogrid-reinforced Soil Retaining Wall with Wrapped-around Facing." Thesis, 2014. http://ndltd.ncl.edu.tw/handle/02325296114653941626.
Full textAbstract:
碩士國立雲林科技大學
營建工程系
102
In this study, the re-analyzed test results of facing deformation of a series of model tests on wrap-faced geogrid-reinforced soil (GRS) retaining wall were presented. The adopted backfill of GRS retaining wall was sand or gravel. Four types of geogrids having different nominal strengths were used. For the case of setback distance equal to 50cm, the dimensions of the model wall were 183 cm (width) × 80 cm (depth) × 112 cm (height). A strip footing of 30 cm wide, having its setback distance equal to 35cm, 50cm, or 65cm, was located on the surface of backfill to resist the applied vertical load during model test. The analyzed results indicate that the maximum lateral deformation occurs at the top of facing of unreinforced wall and at central height for reinforced case. Under the same applied footing pressure, the lateral deformation of reinforced wall is smaller than that of unreinforced one. For unreinforced wall, the lateral deformation decreases with an increase in the setback distance of footing; however, the above trend is not significant for reinforced wall. It is found that under otherwise identical conditions the lateral deformation of gravel wall is smaller than that of sand wall both for reinforced and unreinforced cases. To sum up, the lateral deformation of wrap-faced retailing wall is found to be influenced by the stiffness of geogrid, the setback distance and the particle size of backfill.
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Gwo-Huei, Lin, and 林國輝. "A Study on the Pseudo-static Earthquake Behavior of Reinforced Retaining wall." Thesis, 2002. http://ndltd.ncl.edu.tw/handle/34480610814331514376.
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Hsiao, Fu-Yuan, and 蕭富元. "A Study of Numerical Analysis on Construction Influence of Reinforced Retaining Wall." Thesis, 2005. http://ndltd.ncl.edu.tw/handle/02948133481223408031.
Full textAbstract:
碩士國立臺灣科技大學
營建工程系
93
First, this research is to discuss the influence of the pore water pressure that overly wet soil and the rainfall causes, roller compaction and the distance between secondary reinforcement and wall face on static behavior of SI1-wall reinforced retaining wall backfilled with in situ cohesive soils during constructing, by using a finite difference computer program named NEARE, was constructed based upon FLAC. And according to a distribution of pore water pressure that assumed in this research, so as to simulate lateral wall face displacement that is taking place continuously after SI1-wall completion. Then consider all factor that mention before, simulate lateral wall face displacement of S1-wall, FI1-wall and F1-wall backfilled with same in situ cohesive soils. Finally, analyse on the factor of the distance between secondary reinforcement and wall face, in order to discuss the influence of different distance between secondary reinforcement and wall face on lateral wall face displacement of SI1-wall and FI1-wall. The results of study shows that: (1) In the bottom, it will make the lateral wall face displacement and the tension stress of reinforcement improve when rainfall causes the groundwater rises to 0.75 meters during constructing. (2) The Roller compaction will make the lateral wall face displacement greatly increase; to raise the number of roller passes will increase the lateral wall face displacement and the tension stress of reinforcement on the pressure coverage, but the increase become reduce. (3) During constructing, the pore water pressure that overly wet soil causes exists, the lateral wall face displacement will be greater than this condition that has no pore water pressure in the area of water pressure function. And the tension stress of reinforcement is greater too. (4) The rainfall and permeation form pore water pressure will cause continually the lateral wall face displacement to to increase after wall completion. (5) The farer the distance between secondary reinforcement and wall face is, the bigger the lateral wall face displacement is. And the tension stress of main reinforcement increases, the tension stress of secondary reinforcement decreases. as the distance between secondary reinforcement and wall face greater than 25cm, the lateral wall face displacement wall be close to a condition that has no secondary reinforcement.
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Ming, Chen Guan, and 陳冠鳴. "A Study of the Application of Codes for Geosynthetic Reinforced Retaining Wall Design." Thesis, 2015. http://ndltd.ncl.edu.tw/handle/45388072482797236727.
Full textAbstract:
碩士逢甲大學
土木工程學系
103
In this thesis, two kinds of specifications including design procedures, basic requirements, and safety factors for design of reinforced soil wall including FHWA of U.S.A. and DIBT of German were studied. Calculation sheets using EXCEL were developed. Further study by using DIBT specification was also included. The design needs to meet the requirements of both external stability and internal stability for each specification. Same design parameters were used for analysis including: height of wall (H), total length of reinforcement (L), bottom length of reinforcement (B), friction angle of reinforced fill (∅_wall), friction angle of retained fill (∅_backfill), friction angle of foundation (∅_foundation), unit weight of the reinforced backfill (γ_wall), unit weight of the retained backfill (γ_backfill), unit weight of soil (γ_foundation). According to the study of German DIBT specifications, the external stability needs to consider two kinds of the bearing pressure on foundation soils. One is the condition of maximum load, and another is the condition of maximum overturning load. The results of study indicate safety factor of foundation bearing capacity (FS_b) obtained under the maximum overturning load is less than that of maximum load. The results also show that as long as the safety factor under maximum overturning load no less than 2.0 which is the value required by the specification, the requirement of safety factor for stability against sliding FS_s>1.5 and under the maximum load condition FS_b>2 will be satisfied. Rresults also indicate safety factors of internal stability will meet requirement when the safety factors of external stability are no less than those of required by specification.
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JHU, GUO-BIN, and 朱國賓. "Model Tests on Geogrid-Reinforced Soil Retaining Wall Backfilled with Coarse-grained Soil." Thesis, 2016. http://ndltd.ncl.edu.tw/handle/58888822767410086936.
Full textAbstract:
碩士國立雲林科技大學
營建工程系
104
In this study, a series of plane strain model tests on wrap-faced geogrid-reinforced soil (GRS) retaining wall were conducted. Two types of coarse-grained soils, namely, sand and gravel, were adopted as the backfills of GRS retaining wall. Two types of geogrids having different nominal strengths were used. The dimensions of the model wall were 183 cm (width) × 80 cm (depth) × 112 cm (height). A strip footing of 30 cm wide, having its setback distance equal to 50cm was located on the surface of backfill to resist the applied vertical load during model test. The vertical pressure and displacement of footing base were measured in the tests.Besides, by using photogrammetricanalysis method, the deformation patterns of soil particle, the lateral movement of facing and the progressive failure process of soil based on the calculated shear straincontours were also obtained. The test results indicated that compared to unreinforced soil, the bearing capacity of reinforced soil was increased and the higher stiffness of reinforcement the higher value of bearing capacity. Under the same footing pressure, the lateral movement of facing of unreinforced soil was larger than that of reinforced one. The figure of deformed grid point, the contour of maximum shear strain and vector of the zero-extension line of soil all revealed the process of progressive shear failure of retaining wall. The larger mean particle size the wider area of shear zone and lower value of its corresponding shear strain. To sum up, the ultimate bearing capacity, the lateral deformation of facing and the deformation pattern of wrap-faced retaining wall were found to be significantly influenced by the mean particle size of backfill.
44
Yu-ShiaChen and 陳玉祥. "Research on the behavior of reinforced soil retaining wall subjected to toe excavation." Thesis, 2011. http://ndltd.ncl.edu.tw/handle/53009297127793029689.
Full text
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Adapa, Murali Krishna. "Seismic Response Of Geosynthetic Reinforced Soil Wall Models Using Shaking Table Tests." Thesis, 2008. https://etd.iisc.ac.in/handle/2005/913.
Full textAbstract:
Use of soil retaining walls for roads, embankments and bridges is increasing with time and reinforced soil retaining walls are found to be very efficient even under critical conditions compared to unreinforced walls. They offer competitive solutions to earth retaining problems associated with less space and more loads posed by tremendous growth in infrastructure, in addition to the advantages in ease and cost of construction compared to conventional retaining wall systems. The study of seismic performance of reinforced soil retaining walls is receiving much attention in the light of lessons learned from past failures of conventional retaining walls. Laboratory model studies on these walls under controlled seismic loading conditions help to understand better how these walls actually behave during earthquakes.
The objective of the present study is to investigate the seismic response of geosynthetic reinforced soil wall models through shaking table tests. To achieve this, wrap faced and rigid faced reinforced soil retaining walls of size 750 × 500 mm in plan and 600 mm height are built in rigid and flexible containers and tested under controlled dynamic conditions using a uni-axial shaking table. The effects of frequency and acceleration of the base motion, surcharge pressure on the crest, number of reinforcing layers, container boundary, wall structure and reinforcement layout on the seismic performance of the retaining walls are studied through systematic series of shaking table tests. Results are analyzed to understand the effect of each of the considered parameters on the face displacements, acceleration amplifications and soil pressures on facing at different elevations of the walls.
A numerical model is developed to simulate the shaking table tests on wrap faced reinforced soil walls using a computer program FLAC (Fast Lagrangian
Analysis of Continua). The experimental data are used to validate the numerical model and parametric studies are carried out on 6 m height full-scale wall using this model. Thus, the study deals with the shaking table tests, dynamic response of reinforced walls and their numerical simulation.
The thesis presents detailed description of various features and various parts of the shaking table facility along with the instrumentation and model containers. Methodology adopted for the construction of reinforced soil model walls and testing procedures are briefly described. Scaling and stability issues related to the model wall size and reinforcement strength are also discussed.
From the study, it is observed that the displacements are decreasing with the increase in relative density of backfill, increase in surcharge pressure and increase in number of reinforcing layers; In general, accelerations are amplified to the most at the top of the wall; Behaviour of model walls is sensitive to model container boundary. The frequency content is very important parameter affecting the model response. Further, it is noticed that the face displacements are significantly affected by all of the above parameters, while the accelerations are less sensitive to reinforcement parameters. Even very low strength geonet and geotextile are able to reduce the displacements by 75% compared to unreinforced wall. The strain levels in the reinforcing elements are observed to be very low, in the order of ±150 micro strains. A random dynamic event is also used in one of the model tests and the resulted accelerations and displacements are presented. Numerical parametric studies provided important insight into the behaviour of wrap faced walls under various seismic loading conditions and variation in physical parameters.
46
Adapa, Murali Krishna. "Seismic Response Of Geosynthetic Reinforced Soil Wall Models Using Shaking Table Tests." Thesis, 2008. http://hdl.handle.net/2005/913.
Full textAbstract:
Use of soil retaining walls for roads, embankments and bridges is increasing with time and reinforced soil retaining walls are found to be very efficient even under critical conditions compared to unreinforced walls. They offer competitive solutions to earth retaining problems associated with less space and more loads posed by tremendous growth in infrastructure, in addition to the advantages in ease and cost of construction compared to conventional retaining wall systems. The study of seismic performance of reinforced soil retaining walls is receiving much attention in the light of lessons learned from past failures of conventional retaining walls. Laboratory model studies on these walls under controlled seismic loading conditions help to understand better how these walls actually behave during earthquakes.
The objective of the present study is to investigate the seismic response of geosynthetic reinforced soil wall models through shaking table tests. To achieve this, wrap faced and rigid faced reinforced soil retaining walls of size 750 × 500 mm in plan and 600 mm height are built in rigid and flexible containers and tested under controlled dynamic conditions using a uni-axial shaking table. The effects of frequency and acceleration of the base motion, surcharge pressure on the crest, number of reinforcing layers, container boundary, wall structure and reinforcement layout on the seismic performance of the retaining walls are studied through systematic series of shaking table tests. Results are analyzed to understand the effect of each of the considered parameters on the face displacements, acceleration amplifications and soil pressures on facing at different elevations of the walls.
A numerical model is developed to simulate the shaking table tests on wrap faced reinforced soil walls using a computer program FLAC (Fast Lagrangian
Analysis of Continua). The experimental data are used to validate the numerical model and parametric studies are carried out on 6 m height full-scale wall using this model. Thus, the study deals with the shaking table tests, dynamic response of reinforced walls and their numerical simulation.
The thesis presents detailed description of various features and various parts of the shaking table facility along with the instrumentation and model containers. Methodology adopted for the construction of reinforced soil model walls and testing procedures are briefly described. Scaling and stability issues related to the model wall size and reinforcement strength are also discussed.
From the study, it is observed that the displacements are decreasing with the increase in relative density of backfill, increase in surcharge pressure and increase in number of reinforcing layers; In general, accelerations are amplified to the most at the top of the wall; Behaviour of model walls is sensitive to model container boundary. The frequency content is very important parameter affecting the model response. Further, it is noticed that the face displacements are significantly affected by all of the above parameters, while the accelerations are less sensitive to reinforcement parameters. Even very low strength geonet and geotextile are able to reduce the displacements by 75% compared to unreinforced wall. The strain levels in the reinforcing elements are observed to be very low, in the order of ±150 micro strains. A random dynamic event is also used in one of the model tests and the resulted accelerations and displacements are presented. Numerical parametric studies provided important insight into the behaviour of wrap faced walls under various seismic loading conditions and variation in physical parameters.
47
Hsu, Jui-Chang, and 許瑞章. "Particle size effect on the strength and failure pattern of reinforced soil retaining wall." Thesis, 2008. http://ndltd.ncl.edu.tw/handle/44786751555910593566.
Full textAbstract:
碩士雲林科技大學
營建工程系碩士班
96
Many geosynthetics-reinforced soil (GRS) retaining wall with granular backfill have been used as permanent and important structure. In view of the above, a series of plane strain model test was performed in this study. The dimensions of the plane strain model wall were 250 cm (width) × 80 cm (depth) × 110 cm (height). Three types of granular sandy gravels and sand with its D50 ranging from 10.1mm to 0.4 mm were used and three types of geogrids with different stiffness were used. Monotonic vertical loading was applied in the model footing which was 85 cm apart from the facing of wall. The deformation patterns of granular soils were observed in the tests through the front transparent acryl plates. A photogrammetric analysis procedures was used to define the thickness of shear zone. Test results showed that the failure strength were increased with an increase in soil particle sizes. The ultimate bearing capacity of footing in GRS could be increased from 1.6 to 3.6 times to that of unreinforced one. The shear zone patterns became distinct after the occurrence of peak strength and the thickness of shear zone were about 16~27 times toD50.
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Lin, Hsu-Tung, and 林栩東. "A Study of High-Filled Slope Stability with an Application of Geogrid Reinforced Retaining Wall." Thesis, 2016. http://ndltd.ncl.edu.tw/handle/01436207606402530198.
Full textAbstract:
碩士國立高雄第一科技大學
營建工程研究所
104
This research project of “Stability Analysis of Stiffening Grid Retaining Wall used for Slope of Highly Back-Filled Hill” is based in the development area of certain area in Zhunan Township, Miaoli County. Through sectional expropriation and urban planning of roads, parks and greenery for the low-density development zone, the planning unit decides to use flexible stiffening grid retaining walls on the slope of highly back-filled hills. In the beginning, it depicts the fact that at least 70% of Taiwan is hill land. This means that damage to original landscape is unavoidable in all related public construction work and accentuates the importance of slope protection program. As my 30 years experience working as a construction supervisor, it is in my motivation to solve such kind of problem on job site. The aim is to inspect & review the reality of past projects and make the research result clear through listed methods and procedures. It will started with brief introduction of retaining walls and reinforced grid retaining walls and operational analysis of the STABL-6H program developed by Purdue University of United States. Research, which based acquired soil parameters of geotechic investigation report regarding the surrounding environment and geological condition, are analyzed by computer programs to list relevant data and charts on concrete retaining walls, concrete retaining walls with piled foundation, and reinforced grid retaining wall. The design methods are compared and confirmed reliable through the three construction methods depicted above.
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chin, Chen-kuo, and 陳國欽. "A Study on the Stability and Maintenance Management for Landfill Structure with Reinforced Retaining Wall." Thesis, 2011. http://ndltd.ncl.edu.tw/handle/45139542983652837793.
Full textAbstract:
碩士正修科技大學
營建工程研究所
99
Wastes are the products of civilization. With the development of industry, the output of wastes increases gradually, and the kind of them becomes complicated. That means wastes treatment techniques will be the most concerned important issue. In Taiwan, sanitary landfills are the main treatment for incombustible wastes and fly materials from incinerators. However, owing to the uneasiness of lands acquiring for landfill establishment and difficulty of well-utilizing landfill space, we should effectively consider reducing environmental attack during the earlier, middle and later stages and properly map out the value of land reuse. The subject of my thesis is to explore the stability of landfill structure and techniques of operation management about wrap-around reinforced retaining wall as the landfill structure. Differed from common construction character such as reinforced slopes,backfilled materials and method of water level effusion, it should be properly adjusted while being used for landfill planning. The research is to evaluate the retrofit method of reinforced soil structure and safety control of leachate level by analyzing the stability of structure with Bishop Method of slices and choosing STEDwin to be the analysis formula, and then can recommend the appropriate geometric section of structure. The result of my research will be available for reference, in the meantime, I expect my research can benefit the improvement of waste landfill applied techniques. Under the conditions set for my research, the results of my analysis are as below. (I) While being attacked by earthquakes and storms, we should control the friction angle to be more than or equal to 25°if the one between basal soil and reinforced IV soil is less than 25°. (II) The most applicable section is when the included angle between the outside of wall corner and the ground is about 65.2°. (III) As the height from the depth of leachate level to the top of reinforced soil structure is 19 m, it is still over the safety coefficient of the standard. When an earthquake happens and the depth of leachate level is over 11m, the total safety coefficient will reduce to 0.01~0.02 with each increase of 1m. (IV) Explore the improvement method to lay geogrids in landfill layer, the total safety coefficient will raise 0.1 and the radius of round destructed surface will shorten 45 percent, it apparently reduces the overall instability range of arc slide to reinforced soil structure. (V) Owing to wrap-around reinforced soil structure used for waste landfill structure and built with encircled and closed style, we should pay more attention to the length of reinforced geogrids and the lateral strength of its materials while being under construction. (VI) To avoid rainfall scouring the reinforced slopes and causes reinforced soil wash away, we can lay non-woven cloth between the outside of fertile soil and reinforced geogrids. (VII) To enhance the reinforced effect of corners, recommend to increase bevel geogrids laying in each layer of corner in reinforced soil structure.
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He, Min-Yu, and 何敏瑜. "The effect of reinforcement stiffness on the strength and failure patterns of reinforced soil retaining wall." Thesis, 2008. http://ndltd.ncl.edu.tw/handle/12629523610523386510.
Full textAbstract:
碩士雲林科技大學
營建工程系碩士班
96
Due to its convenience in construction method and extensibility, geosynthetics have been used as reinforcement in reinforced soil retaining wall and reinforced slope. In view of the above, a series of plane strain model test was performed in this study. The dimensions of the plane strain model wall were 250 cm (width) × 80 cm (depth) × 110 cm (height). Three types of granular sandy gravels and sand with its D50 ranging from 10.1mm to 0.4 mm were used and three types of geogrids with different stiffness were used. Monotonic vertical loading was applied in the model footing which was 85 cm apart from the facing of wall. The deformation patterns of granular soils were observed in the tests through the front transparent acryl plates. A photogrammetric analysis procedure was used to define the thickness of shear zone. Test results showed that using geogrid as reinforcement can enhance the vertical bearing capacity and reduce the lateral deformation of facing. For the case of reinforced gravel retaining wall with higher stiffness, the above behavior is more prominent. The shear zone patterns became distinct after the occurrence of peak strength and the thickness of shear zone were about 16~27 times toD50.