Дисертації з теми "RETAINING WALL REINFORCED"
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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.
Повний текст джерелаCheung, 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.
Повний текст джерелаImamoglu, 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.
Повний текст джерелаPrincipal faculty advisors: Dov Leshchinsky and Christopher L. Meehan, Dept. of Civil & Environmental Engineering. Includes bibliographical references.
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.
Повний текст джерелаTypescript. "Submitted as partial fulfillment of the requirements for the degree Master of Science in Civil Engineering." Bibliography: leaves 53-55.
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/.
Повний текст джерелаHrvolová, Markéta. "Posouzení železobetonové konstrukce bytového domu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240277.
Повний текст джерелаHerrera, 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.
Повний текст джерелаThis 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.
Tesis
Iacorossi, Matteo. "Centrifuge modeling of earth-reinforced retaining walls." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2012. http://amslaurea.unibo.it/3369/.
Повний текст джерелаAlhajj, Chehade Hicham. "Geosynthetic-Reinforced Retaining Walls-Deterministic And Probabilistic Approaches." Thesis, Université Grenoble Alpes, 2021. http://www.theses.fr/2021GRALI010.
Повний текст джерелаThe 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
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.
Повний текст джерелаLee, 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.
Повний текст джерелаGammage, Paul J. "Centrifuge modelling of soil nailed walls." Thesis, Cardiff University, 1997. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.262723.
Повний текст джерелаKang, Beongjoon. "Framework for design of geosynthetic reinforced segmental retaining walls." Thesis, University of Delaware, 2014. http://pqdtopen.proquest.com/#viewpdf?dispub=3613014.
Повний текст джерелаThis 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.
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.
Повний текст джерелаLoh, 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.
Повний текст джерелаBurgess, 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.
Повний текст джерелаFu, 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.
Повний текст джерелаWilkinson, Ryan Jeffrey. "Behavior of Unreinforced Lightweight Cellular Concrete Backfill for Reinforced Concrete Retaining Walls." BYU ScholarsArchive, 2021. https://scholarsarchive.byu.edu/etd/9101.
Повний текст джерелаMcLeod, Christina Helen. "Investigation into cracking in reinforced concrete water-retaining structures." Thesis, Stellenbosch : Stellenbosch University, 2013. http://hdl.handle.net/10019.1/80207.
Повний текст джерелаDurability 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.
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.
Повний текст джерелаBenjamim, 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/.
Повний текст джерелаDespite 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
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/.
Повний текст джерелаThis 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.
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.
Повний текст джерелаWei-Jr, Liann, and 連偉智. "Dynamic Behavior of Reinforced Retaining Wall." Thesis, 1998. http://ndltd.ncl.edu.tw/handle/92637664677044493639.
Повний текст джерелаChen, Guo Xian, and 陳國賢. "Discussion on the Reinforced Retaining Wall Design Methods." Thesis, 1995. http://ndltd.ncl.edu.tw/handle/44850552487709021870.
Повний текст джерела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.
Chiang, Yen Tsung, and 蔣炎宗. "Mechanical Analysis Of Nonwoven Genotextile Reinforced Retaining Wall." Thesis, 1996. http://ndltd.ncl.edu.tw/handle/51535459790521100070.
Повний текст джерела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.
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.
Повний текст джерелаMiao, Ke-Chung, and 繆克忠. "A Study of Codes for Geosythetic Reinforced Retaining Wall." Thesis, 1997. http://ndltd.ncl.edu.tw/handle/33250460786056933740.
Повний текст джерелаWu, Jaw-Feng, and 吳肇峰. "Large Scale Test of Reinforced Retaining Wall Backfilled with." Thesis, 1995. http://ndltd.ncl.edu.tw/handle/61398068606825094383.
Повний текст джерелаWei, Jiun Rung, and 魏君蓉. "Reliability Analysis of Performance of Reinforced Retaining Wall Face." Thesis, 2007. http://ndltd.ncl.edu.tw/handle/84874578063981428399.
Повний текст джерела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.
李信融. "Prametric Study of Gabion Wall Reinforced Earth Retaining Structure." Thesis, 2003. http://ndltd.ncl.edu.tw/handle/87628614970969750849.
Повний текст джерела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.
Purohit, S. "Multi-objective optimization of reinforced cement concrete retaining wall." Thesis, 2014. http://ethesis.nitrkl.ac.in/6295/1/E-71.pdf.
Повний текст джерелаKo, 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.
Повний текст джерела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)
Ezzein, Fawzy Mohammad. "Influence of Foundation Stiffness on Reinforced Soil Wall." Thesis, 2007. http://hdl.handle.net/1974/899.
Повний текст джерелаThesis (Master, Civil Engineering) -- Queen's University, 2007-10-27 12:15:56.027
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.
Повний текст джерела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.
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.
Повний текст джерелаLo, 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.
Повний текст джерела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.
Zarnani, Saman. "SEISMIC PERFORMANCE OF GEOSYNTHETIC-SOIL RETAINING WALL STRUCTURES." Thesis, 2011. http://hdl.handle.net/1974/6463.
Повний текст джерелаThesis (Ph.D, Civil Engineering) -- Queen's University, 2011-04-28 16:56:57.084
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.
Повний текст джерела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.
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.
Повний текст джерелаHsiao, 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.
Повний текст джерела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.
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.
Повний текст джерела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.
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.
Повний текст джерела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.
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.
Повний текст джерелаAdapa, Murali Krishna. "Seismic Response Of Geosynthetic Reinforced Soil Wall Models Using Shaking Table Tests." Thesis, 2008. https://etd.iisc.ac.in/handle/2005/913.
Повний текст джерелаAdapa, Murali Krishna. "Seismic Response Of Geosynthetic Reinforced Soil Wall Models Using Shaking Table Tests." Thesis, 2008. http://hdl.handle.net/2005/913.
Повний текст джерелаHsu, 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.
Повний текст джерела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.
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.
Повний текст джерела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.
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.
Повний текст джерела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.
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.
Повний текст джерела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.