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1
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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Hoque, Md Zaydul Carleton University Dissertation Engineering Civil. "Seismic response of retaining walls". Ottawa, 1992.
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Hachouf, Kamel. "Geotextile soil reinforcement in retaining walls". Thesis, Queen Mary, University of London, 1994. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.283366.
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Zafer, Algahtani Nabeel Al. "Pocket-type prestressed brickwork retaining walls". Thesis, University of Edinburgh, 1992. http://hdl.handle.net/1842/11666.
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This thesis presents the results of a study into the behaviour of post-tensioned pocket type brickwork retaining walls. An analytical and experimental study was carried out to examine the behaviour of the wall up to failure. The programme of work considered the effect of the following parameters on the perfromance of the wall: (i) vertical concentrated eccentric load; (ii) percentage area of steel; (iii) pocket spacing and wall slenderness; (iv) type of wall bond. The results of the analyses were compared with those based on the Code of Practice, B.S 5628, Part 2, 1985. A computer program was written in Fortran to predict the ultimate moment of the wall panels, using predicted equilibrium equations. Good agreement was found between the theoretical and experimental results. The results show that post-tensioned pocket type brickwork retaining walls have a large nominal strength, largely due to the presence of prestressing forces and the behaviour of the walls as homogenous cantilevers. The most effective pocket spacing was found to be h/3, and the maximum spacing should be limited to give an aspect ratio which is greater than 1.15. The study confirms the applicability of prestressed brick masonry for structures such as slabs and retaining walls irrespective of the type of brickwork bond.
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Tan, Chia K. "Movements of footings and retaining walls". Diss., Virginia Tech, 1991. http://hdl.handle.net/10919/39850.
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Neelakantan, G. "Seismic behavior of tiedback retaining walls". Diss., The University of Arizona, 1991. http://hdl.handle.net/10150/185528.
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Tied-back retaining walls frequently fail during earthquakes. Such failures are usually characterized by large displacements of the retaining wall and subsidence of the backfill. Often these failures result in extensive damage to the tied-back wall system and to adjoining structures and lifeline facilities. Whereas the seismic behavior of gravity retaining walls has been investigated in detail and procedures are now available for the seismic design of gravity retaining walls, very little analytical or experimental work has been reported on the behavior of tied-back retaining walls when they are subjected to seismic loads. In this research, a limit equilibrium method is used to analyze the seismic behavior of tied-back retaining walls. The analytical approach is calibrated against results from shake table tests on aluminium walls retaining a dry cohesionless soil. The shake table experiments were performed at the State University of New York at Buffalo seismic simulator facility. The analytical and the experimental study indicate the tremendous influence of anchorage systems on the performance of tied-back retaining walls during earthquakes. Based on the results of these studies, a procedure is proposed for the design of tied-back retaining walls in seismically active regions. The main thrust of the proposed seismic design procedure is in improving the anchorage capacity of tied-back retaining walls.
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Gabar, Mohamad G. Mohamad. "Effect of Soil and Bedrock Conditions Below Retaining Walls on Wall Behavior". University of Dayton / OhioLINK, 2012. http://rave.ohiolink.edu/etdc/view?acc_num=dayton1335367086.
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Kalasin, Thaveechai. "Dynamic macroelement model for gravity retaining walls". Thesis, University of Bristol, 2004. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.404085.
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Zervos, Spyridon M. Eng Massachusetts Institute of Technology. "Seismic performance of single-propped retaining walls". Thesis, Massachusetts Institute of Technology, 2016. http://hdl.handle.net/1721.1/104250.
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Thesis: M. Eng., Massachusetts Institute of Technology, Department of Civil and Environmental Engineering, 2016.Cataloged from PDF version of thesis.
Includes bibliographical references (pages 51-52).
This thesis analyzed the dynamic performance of single-propped retaining walls in dry sand under different seismic excitations using the finite difference software FLAC v7.0 (Itasca). The structure comprises two reinforced concrete diaphragm walls connected by a row of cross-lot struts that is used to support a 9.5m deep, 18m wide excavation in dry sand. After simulating the excavation as a staged construction, a suite of thirty-two (32) different seismic inputs were applied at the base of the model. The non-linear, inelastic soil behavior was represented by the advanced PB constitutive model (generalized effective stress soil model) developed by Papadimitriou et al. (2002). In order to avoid spurious reflections of shear waves on the vertical boundaries of the finite difference model, the analyses used periodic boundary conditions. The performance of the structure was investigated by considering the wall deflections, bending moments, earth pressures and surface settlements for each of the applied ground motions. Based on the horizontal deflection of the walls, three distinct categories of performance were observed and characterized. Results of the parametric study were correlated with the characteristics of the ground motions from which wall deflections and bending moments showed clear correlations with peak ground acceleration and Arias intensity.
by Spyridon Zervos.
M. Eng.
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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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De, Ambrosis Andrew. "Investigation of the facing response of soil nailed excavations". Connect to full text, 2004. http://ses.library.usyd.edu.au/handle/2123/4034.
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Thesis (Ph. D.)--University of Sydney, 2005.Title from title screen (viewed February 12, 2009). Submitted in fulfilment of the requirements for the degree of Doctor of Philosophy to the [Dept. of Civil Engineering], Graduate School of Engineering. Degree awarded 2005; thesis submitted 2004. Includes bibliographical references. Also available in print form.
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Cheung, Kwong-chung y 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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De, Ambrosis Andrew. "Investigation of the facing response of soil nailed excavations". Phd thesis, Department of Civil Engineering, 2004. http://hdl.handle.net/2123/4034.
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Thesis (Ph. D.)--University of Sydney, 2005.Title from title screen (viewed February 12, 2009). Submitted in fulfilment of the requirements for the degree of Doctor of Philosophy to the [Dept. of Civil Engineering], Graduate School of Engineering. Degree awarded 2005; thesis submitted 2004. Includes bibliographical references. Also available in print form.
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Diakoumi, Maria. "Relative soil/wall stiffness effects on retaining walls propped at the crest". Thesis, University of Southampton, 2007. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.439349.
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Harmandar, Serkan. "Comparison Of Analysis Methods Of Embedded Retaining Walls". Master's thesis, METU, 2007. http://etd.lib.metu.edu.tr/upload/2/12608092/index.pdf.
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ABSTRACT
COMPARISON OF ANALYSIS METHODS OF
EMBEDDED RETAINING WALLS
HARMANDAR, Serkan
M.S., Department of Civil Engineering
Supervisor : Prof. Dr. Yener Özkan Co -Supervisor : Dr. Oguz Ç
aliSan December 2006, 123 pages In this study a single-propped embedded retaining wall supporting a cohesionless soil is investigated by four approaches, namely limit equilibrium, subgrade reaction, pseudo-finite element and finite element methods. Structural forces, such as strut loads, wall shear forces, bending moments are calculated by each method and results are compared. The analyses are carried for for three values of internal friction angle of soil
30o, 35o, and 40o. Effects of modulus of soil elasticity of the backfill and wall stiffness on structural forces are investigated by using different values for these parameters. It is found that, in those of obtained by, limit equilibrium approach results in embedment depth greater than other methods. Minimum strut loads for the same soil and structure parameters are obtained by limit equilibrium method. An increase of Young&rsquo
s modulus of the soil results in decrease of the strut loads.
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Day, Robert Andrew. "Finite element analysis of sheet pile retaining walls". Thesis, Imperial College London, 1990. http://hdl.handle.net/10044/1/7279.
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Bourne-Webb, Peter John. "Ultimate limit state analysis of embedded retaining walls". Thesis, Imperial College London, 2004. http://hdl.handle.net/10044/1/7862.
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Take, W. Andrew. "Lateral earth pressures behind rigid fascia retaining walls". Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk2/tape17/PQDD_0010/MQ38414.pdf.
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Madabhushi, Srikanth Satyanarayana Chakrapani. "Multi-hazard modelling of dual row retaining walls". Thesis, University of Cambridge, 2018. https://www.repository.cam.ac.uk/handle/1810/288604.
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The recent 2011 Tōhoku earthquake and tsunami served as a stark reminder of the destructive capabilities of such combined events. Civil Engineers are increasingly tasked with protecting coastal populations and infrastructure against more severe multi-hazard events. Whilst the protective measures must be robust, their deployment over long stretches of coastline necessitates an economical and environmentally friendly design. The dual row retaining wall concept, which features two parallel sheet pile walls with a sand infill between them and tie rods connecting the wall heads, is potentially an efficient and resilient system in the face of both earthquake and tsunami loading. Optimal use of the soil's strength and stiffness as part of the structural system is an elegant geotechnical solution which could also be applied to harbours or elevated roads. However, both the static equilibrium and dynamic response of these types of constructions are not well understood and raise many academic and practical challenges. A combination of centrifuge and numerical modelling was utilised to investigate the problem. Studying the mechanics of the walls in dry sand from the soil stresses to the system displacements revealed the complex nature of the soil structure interaction. Increased wall flexibility can allow more utilisation of the soil's plastic capacity without necessarily increasing the total displacements. Recognising the dynamically varying vertical effective stresses promotes a purer understanding of the earth pressures mobilised around the walls and may encourage a move away from historically used dynamic earth pressure coefficients. In a similar vein, the proposed modified Winkler method can form the basis of an efficient preliminary design tool for practice with a reduced disconnect between the wall movements and mobilised soil stresses. When founded in liquefiable soil and subjected to harmonic base motion, the dual row walls were resilient to catastrophic collapse and only accrued deformation in a ratcheting fashion. The experiments and numerical simulations highlighted the importance of relative suction between the walls, shear-induced dilation and regained strength outside the walls and partial drainage in the co-seismic period. The use of surrogate modelling to automatically optimise parameter selection for the advanced constitutive model was successfully explored. Ultimately, focussing on the mechanics of the dual row walls has helped further the academic and practical understanding of these complex but life-saving systems.
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Jansson, Fredrik y Nils Nilsson. "Buckling of End-Bearing Retaining Walls in Clay". Thesis, KTH, Jord- och bergmekanik, 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-229808.
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The design of back-anchored retaining walls in Sweden has traditionally not included global elastic instability of the retaining wall as a possible failure mode. Eurocode 3 part 5 (SS-EN 1993-5) requires design of steel structural members for retaining walls to assess the risk of buckling if the normal force exceeds 4 % of the critical buckling load of the retaining wall. The geological conditions in Eastern Sweden are characterized by the intersection of very hard Precambrian rock and very soft Holocene clays. Thus often ground anchors anchored in rock at a 30-50 degree angle to the vertical plane are used to support retaining walls, resulting in a very high utilization of the ground anchor and a significant normal force in the retaining wall. The threshold value for buckling risk is consequently frequently exceeded and the specific failure mode, of global buckling, is often limiting the use of the structural members in practical design. The buckling load can either be calculated using Euler’s second or third buckling mode, or by modelling the soil-structure interaction by a suitable model. Since no such model is specified in the code, the aim of this thesis was to develop a model which takes into account the stabilizing effect of the soil for the calculation of the buckling force and to model the soil-structure interaction with a beam-spring model connected to Winkler springs. The model simulations show that the soil has a significant influence on the critical load, especially when the retaining wall base is driven to depths greater than 2 meters below excavation depth. The model simulations suggest that higher utilization, with up to 4 times greater critical load, of the steel members is possible for some specific cases and an idealized design factor is also elaborated.Dimensioneringen av bakåtförankrade spontväggar har traditionellt sett i Sverige inte tagit hänsyn till risken för global knäckning. I och med införandet av Eurokod 3 kapitel 5 (SS-EN 1993-5) som styrande dokument vid dimensionering av sponter måste risken för knäckning nu mera beaktas när normalkraften överstiger 4 % av den kritiska knäckningslasten. De geologiska förhållandena i de östra delarna av Sverige, med lösa leror som täcker hårt berg, leder till att bakåtförankrade sponter med brant lutande stag ofta används. Detta leder till en hög utnyttjandegrad av ankaret och också stora normalkrafter i sponten, vilket leder till att knäckning ofta blir dimensionerande brottmod för sponten. Metoden för att beräkna knäckningslasten kan enligt SS-EN 1993-5 göras med Eulers andra eller tredje knäckningsfall eller med en modell som tar hänsyn till jordens stabiliserande effekt. Idag finns ingen sådan numerisk modell att hitta i litteraturen, varför målet med detta arbete har varit att finna en lämplig modell för att ta hänsyn till jordens inverkan vid bestämning av knäckningslasten. För att modellera samverkan mellan jorden och sponten användes en balkmodell med Winkler fjädrar. Simuleringarna visar att jorden har en signifikant inverkan på den kritiska knäckningslasten, särskilt när nedslagsdjupet är större än 2 meter. Flera simulerade geometrier har gett drygt fyra gånger högre knäcklast jämfört med den knäcklast som erhålls om SS-EN 1993-5 följs. Om jorden tas hänsyn till i dimensioneringen av en spont skulle således slankare konstruktioner kunna användas.
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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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Shao, Yong C. "Information feedback analysis in deep excavations". Diss., Georgia Institute of Technology, 1999. http://hdl.handle.net/1853/20055.
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Mundell, Chris. "Large scale testing of drystone retaining structures". Thesis, University of Bath, 2009. https://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.518299.
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Drystone walls have been used extensively around the world as earth retaining structures wherever suitable stone is found. Commonly about 0.6m thick (irrespective of height), there are about 9000km of drystone retaining walls on the UK road network alone, mostly built in the 19th and early 20th centuries, with an estimated replacement value in excess of £1 billion[1]. Drystone wall design is traditionally empirical, based on local knowledge of what has worked in the past. Methods vary from region to region, driven by both custom and the nature of the materials available. Design is not necessarily optimised, and includes unknown margins of safety. There is a recognised need for guidance on the assessment and maintenance of dry stone retaining walls, as no suchdocumentscurrentlyexist. Thisthesisdocumentstheconstructionofaseriesoffull-scaletestsdesignedto provide sufficient information to validate current theoretical and numerical analysis techniques. The development of a unique test rig is detailed, in addition to the testing regime and results from a programme of five 2.5m high drystone retaining walls. The walls were subjected to localised surcharging and foundation movements, recreating the conditions that many in-situ walls are subject to. Movements such as toppling, bulging and sliding were observed, and recorded using a broad range of instrumentation. This has provided high quality, quantitative data relating to the factors which influence these mechanisms, and their affect on wall stability. Also documented are the associated laboratory tests which have been conducted to determine the mechanical properties of backfill and the walls themselves, as well as the manner in which they interact together. To assist in the analysis of these full-scale tests, a limit equilibrium program has been developed. This package allows the rapid generation of a wall of any size and constructed with any materials. The limit equilibrium program has then been used in conjunction with the data from the full-scale and laboratory tests to analyse observed drystone wall behaviour. These include the phenomena of toppling, bulging, bursting, sliding and individual block rotation. In each case, the underlying causes of such movements have been determined, and the critical parametersidentified.
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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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Richards, David John. "Centrifuge and numerical modelling of twin-propped retaining walls". Thesis, Queen Mary, University of London, 1995. http://qmro.qmul.ac.uk/xmlui/handle/123456789/1704.
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A series of tests on flexible model diaphragm walls embedded in an overconsolidated clay was carried out at the London Geotechnical Centrifuge Centre. The walls were propped at the crest and, following the simulation of excavation, were propped at formation level. Although a retained height of 10m was modelled in all tests, the depth of embedment below dredge level varied between Sm, 10m and 15m. A 'softer' propping sequence was also investigated with excavation to 5m below the retained surface prior to the installation of the crest level prop then, following further excavation to dredge level, the bottom prop was installed. The pre-excavation lateral earth pressure was also investigated. The background and use of twin-propped retaining walls is discussed together 'with the design of the centrifuge model and modelling procedure. The results of the tests are presented and the effects of embedment depth, construction sequence and pre-excavation lateral earth pressure coefficient is discussed. A series of finite element analyses using the critical state soils program CRISP was undertaken in which it was attempted to model the centrifuge models. Generally, results were in reasonable agreement, although it was discovered that the calculated wall movements and prop loads were sensitive to the slope of the Hvorslev surface required for the Schofield soil model used in the analyses. The prop loads from the centrifuge tests and finite element analyses were compared with prop loads calculated using popular empirical methods and with prop loads observed on site. Generally, prop loads were underpredicted using the empirical methods which are unable to account for construction sequence effects and probably overestimate the degree of lateral stress reduction that takes place during excavation.
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Abdul-Hussain, Najlaa. "The Geotechnical Response of Retaining Walls to Surface Explosion". Thesis, Université d'Ottawa / University of Ottawa, 2021. http://hdl.handle.net/10393/42596.
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Retaining walls (RW) are among the most common geotechnical structures. They have been widely used in railways, bridges (e.g. bridges abutment), buildings, hydraulic and harbor engineering. Once built, the RW can be exposed to dynamic loads, such as those produced by earthquakes, machines, vehicles and explosions. They must remain operational in aftermath of the natural or human-induced dynamic events. Hence, the understanding of the geotechnical response of RW to these dynamic loads is critical for the safe design of several civil engineering structures such as railways, highways, bridges, and buildings. Although fairly reliable methods have been developed for assessing and predicting the response of RW to dynamic loads induced by earthquakes, there is very little information to guide engineers in the design of RW that are exposed to surface explosions (surface blast loadings). These methods for assessing RW response to earthquake loads cannot directly be applied to the design of RW subjected to surface blast loads. Indeed, blast loads are short duration dynamic loads and their durations are very much shorter than those of earthquakes. The predominant frequencies of a blast wave are usually 2-3 orders of magnitudes higher than those of earthquake wave, and the same can be said for blast wave acceleration as compared to the peak acceleration that results from an earthquake. Thus, RW response under blast loading could be significantly different from that under a loading with much longer duration such as an earthquake. There is a need to increase our understanding of the response of RW to surface explosion loadings since there is a significant increase of terrorist threat on important buildings and some lifeline infrastructures. Transportation structures (bridges, highway, and railway) are unquestionably being regarded as potential targets for terrorist attacks. The purpose of this PhD research is to investigate the geotechnical response of reinforced concrete retaining wall (RCRW) with sand as a backfill material to surface blast loads. The soil-RW model was subjected to a simulated blast load using a shock tube. The influence of the backfill relative density, backfill saturation, blast load intensity, and live load surcharge on the behaviour of RCRW with sand backfill was studied. The dimensions of the stem and heel of the retaining wall in this study were 650 mm (height) x 500 mm (width) x 60 mm (thickness) and 400 mm (width) x 500 mm (length) x 60 mm (thickness), respectively. Soil-RW model was placed inside a wooden box. The overall height of the box was 1565 mm. The retained backfill extended behind the wall for 1300 mm.
Based on the results, it is found that the maximum dynamic earth pressures were recorded at a time greater than the positive phase duration regardless of the backfill condition. The total earth pressure distribution along the height of the wall showed that the magnitude of total earth pressure for loose and medium backfill at the mid-height of the wall slightly exceeded the dense backfill. In addition, the lateral earth pressures increased with the increase in the blast load intensities. On the other hand, under the same load conditions, an increase in the wall movement was noticed in loose backfill, and a translation response mode was evident in this condition. The mobilized passive resistance of the RW backfill induced by blast load was used to determine the force-displacement relationship. Finally, the susceptibility of the RW with saturated dense sand to liquefaction was examined, and it was ascertained that liquefaction was not triggered when the RW was subjected to a blast load of 50 kPa.
The results and findings of this PhD research will provide valuable information that can be used to evaluate the vulnerability of transportation structures to surface blast events as well as to develop guidance for their design.
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Chau, Kwok-wing. "Knowledge-based system for analysis and design of liquid retaining structures /". [St. Lucia, Qld.], 2001. http://www.library.uq.edu.au/pdfserve.php?image=thesisabs/absthe16248.pdf.
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Halverson, Jarid Lane Zech Wesley C. "Use of a small-scale erosion control model in the design of silt fence tiebacks". Auburn, Ala., 2006. http://repo.lib.auburn.edu/2006%20Spring/master's/HALVERSON_JARID_51.pdf.
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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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Filz, George Michael. "An experimental and analytic study of earth loads on rigid retaining walls /". This resource online, 1992. http://scholar.lib.vt.edu/theses/available/etd-05222007-091353/.
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Castellanos, Bernardo A. "Internal Design of Mechanically Stabilized Earth (MSE) Retaining Walls Using Crimped Bars". DigitalCommons@USU, 2010. https://digitalcommons.usu.edu/etd/580.
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Current design codes of Mechanically Stabilized Earth (MSE) Walls allow the use lower lateral earth pressure coefficient (K value) for designing geosynthetics walls than those used to design steel walls. The reason of this is because geosynthetics walls are less rigid permitting the wall to deform enough to work under active pressures instead of at rest pressures as in steel walls. A new concept of crimped steel bars was recently introduced. This new type of bar was tested for tension and pullout behavior. Results on tests made on crimped bars show that putting those crimps in the steel bar will give us a better pullout behavior and a more flexible tensile behavior. This new type of steel bar will behave more like geosynthetics, allowing the wall to deform sufficiently to reach the necessary deflection to reach the active condition. The use of steel by current design codes is pushing MSE walls to be designed with more steel than needed. Measurements of the force in different walls showed that the steel is not being used even close to the maximum stress allowed by the code which is 50%. The proposed design methodology using crimped bars will help us save around 52% of steel volume compared to the actual design procedures. This means a huge improvement in the usage of steel versus actual designs. This improvement is obtained because of the efficient behavior of rounded bars under corrosion and because of the flexibility in the bars obtained with the crimps that will allow us to reach the active condition.
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Stewart, Douglas Ian. "Groundwater effects on in-situ walls in stiff clay". Thesis, University of Cambridge, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.277910.
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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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Yildiz, Ersan. "Lateral Pressures On Rigid Retaining Walls : A Neural Network Approach". Master's thesis, METU, 2003. http://etd.lib.metu.edu.tr/upload/1264415/index.pdf.
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Lateral pressures on non-yielding walls due to surface strip loads were
investigated considering the non-linear stress-strain behaviour of the soil by finite
element analyses. Data obtained from the finite element analyses were used to
train neural networks in order to obtain a solution to assess the total lateral thrust
and its point of application on a non-yielding wall due to a strip load. A 2-layered
backpropogation type neural network was used. An artificial neural network
solution was obtained, as a function of six parameters including the shear strength
parameters of the soil ( cohesion and angle of friction ). The effects of each input
parameter on the lateral thrust and point of application were summarized and the
results were compared with the conventional linear elastic solution.
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Li, Shing Foon. "On the analysis of singly-propped diaphragm walls". Thesis, King's College London (University of London), 1990. https://kclpure.kcl.ac.uk/portal/en/theses/on-the-analysis-of-singlypropped-diaphragm-walls(a2d84f73-2205-49e9-957e-9ee48b6dd46f).html.
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Sehn, Allen L. "Experimental study of earth pressures on retaining structures". Diss., Virginia Tech, 1990. http://hdl.handle.net/10919/39696.
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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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Luk, Tat-fai y 陸達輝. "Case studies on the stability of deep excavations". Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2001. http://hub.hku.hk/bib/B31226449.
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Luk, Tat-fai. "Case studies on the stability of deep excavations /". Hong Kong : University of Hong Kong, 2001. http://sunzi.lib.hku.hk/hkuto/record.jsp?B23589486.
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Mansour, Eman M. S. "Swell Pressures and Retaining Wall Design in Expansıve Soils". University of Dayton / OhioLINK, 2011. http://rave.ohiolink.edu/etdc/view?acc_num=dayton1323536478.
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Ertugrul, Ozgur Lutfi. "A Finite Element Modeling Study On The Seismic Response Of Cantilever Retaining Walls". Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/2/12607554/index.pdf.
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A numerical study was performed in order to investigate the effects of base excitation
characteristics (peak acceleration amplitude and frequency of the excitation), soil strength
and wall flexibility on the dynamic response of cantilever earth-retaining walls. In this
study, Plaxis v8.2 dynamic finite element code was used. Previous 1-g shake table tests
performed by Çali&
#56256
&
#56570
an (1999) and Yunatç
i (2003) were used to compare the experimental results with those obtained by finite element analysis. Comparison of experimental and numerical results indicated that the code was capable of predicting the dynamic lateral thrust values and bending moment profiles on the wall stems. In the light of these validation studies, a parametric study was carried on for a configuration that consists of an 8 meters high retaining wall supporting the same height of dry cohesionless backfill. Total and incremental dynamic thrust values, points of application and dimensionless bending moment values were presented together with the results obtained from commonly used pseudo static Mononobe-Okabe method and Steedman-Zeng approaches. According to the finite element analyses results, total dynamic active thrust act at approximately 0.30H above wall base. Base motion frequency becomes an important factor on magnitudes of dynamic active thrust when it approaches to the natural frequency of the system. Significantly high overturning moments were predicted at wall base in this case. It was observed that increasing wall rigidity causes an increase in forces acting on the wall stem during dynamic motion.
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MORE, JAVIER ZENOBIO PEREZ. "A NUMERICAL ANALYSIS OF THE BEHAVIOR OF TIED-BACK EARTH RETAINING WALLS". PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2003. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=4127@1.
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PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIROA necessidade da execução de escavações urbanas cada vez mais profundas tem imposto aos engenheiros geotécnicos o grande desafio de equilibrar elevados esforços horizontais com um mínimo de deslocamentos do maciço de solo e das estruturas localizadas nas vizinhanças. Para muitos destes casos, a utilização de cortinas atirantadas se constitui na solução técnica mais adequada. As primeiras obras com ancoragem em solo surgiram em diversos países (Alemanha, Itália, França) no final da década de 1950, numa evolução direta da técnica de ancoragem em maciços de rocha, e no Brasil esta técnica foi pela primeira vez empregada no Rio de Janeiro em 1957 nas rodovias Rio - Teresópolis e Grajaú - Jacarepaguá. Um grande avanço ocorreu na década de 1970, na implantação das obras do metrô de São Paulo, com a introdução de ancoragens reinjetáveis com calda de cimento sob altas pressões. Atualmente, ancoragens em solo são executadas intensamente em muitos países com cargas que em geral ainda não ultrapassam a 1500 kN. Esta dissertação tem como objetivo principal o estudo do comportamento de cortinas ancoradas em solo, incluindo uma revisão dos principais métodos para análises de estabilidade e obtenção da capacidade de carga. A utilização do método dos elementos finitos, através do programa comercial Plaxis v.7.2, permitiu a comparação dos valores do fator de segurança calculados com métodos de equilíbrio limite, bem como a realização de estudos paramétricos com o objetivo de verificar a influência no comportamento mecânico da cortina de vários parâmetros de projeto, tais como a espessura da cortina, ângulo de inclinação dos tirantes, embutimento da estrutura, etc.
The need for deeper urban excavations has imposed to geotechnical engineers the great challenge of balancing high horizontal forces with occurrence of minimum displacements in soil as well as in the structures nearby. In many of such cases, tied-back earth retaining walls are the technical solution the most recommended. The use of ground anchorage, as a direct extension of the rock anchoring technique, began in several countries (Germany, Italy, France) during the decade of 1950. In Brazil, the first application occurred in the construction of the Rio - Teresópolis and Grajaú - Jacarepaguá highways in the State of Rio de Janeiro, in 1957, and it experimented an important development during excavation of galleries for the Sao Paulo subway, in the decade of 1970, where high pressure grouting has been firstly applied as an industrial process. Currently, soil anchorages are intensely executed throughout the world, carrying loads that in general are not higher than 1500 kN yet. This main objective of this thesis is to study the mechanical behavior of tied-back earth retaining walls, including a comprehensive review on the main methods used for stability analyses and load capacity calculation. The finite element method, through the commercial software Plaxis v.7.2, is employed in order to compare the values obtained for the safety factors through several techniques, as well as to carry out a parametric study to better understand the influence on the retaining wall of several engineering parameters such as the wall thickness, angle and number of ties, depth of wall embedment, etc.
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Filz, George M. "An experimental and analytic study of earth loads on rigid retaining walls". Diss., Virginia Tech, 1992. http://hdl.handle.net/10919/37882.
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Experimental and analytic investigations were performed to examine the influences of wall height, backfill behavior, and compaction on the magnitudes of backfill loads on rigid retaining walls.
Measurements of lateral and vertical backfill loads were made during tests using the Virginia Tech instrumented retaining wall facility. The tests were performed with two soils, moist Yatesville silty sand and dry Light Castle sand. Two hand-operated compactors, a vibrating plate compactor and a rammer compactor, were used to compact the backfill. The backfill height was 6.5 feet in all of the tests.
Analyses of backfill loads were made using a compaction- induced lateral earth pressure theory and a vertical shear force theory. The compaction-induced lateral earth pressure theory was revised from a previous theory. The revisions improved the accuracy with which the theory models the hysteretic stress behavior of the backfill during compaction. The theory was also extended to include the pore pressure response of moist backfill in a rational manner.
A vertical shear force theory was also developed during this research. The theory is based on consideration of backfill compressibility and mobilization of interface shear strength at the contact between the backfill and the wall. The theory provides a useful basis for understanding how wall height, backfill compressibility, wall-backfill interface behavior, and compaction-induced lateral pressures affect the vertical shear forces on rigid walls.
Studies were also made to investigate the cause of erratic pressure cell readings. An important cause of drift in pressure cell readings was found to be moisture changes in the concrete in which the pressure cells were mounted. It was found that this problem could be mitigated by applying a water-seal treatment to the face of the wall.
Both the vibrating plate compactor and the rammer compactor were instrumented to measure dynamic forces and energy transfer during compaction. The force applied by the vibrating plate compactor was about one-quarter of the manufacturer’s rated force. The force applied by the rammer compactor was about twice the manufacturer’s rated force. The transferred energy measurements provided a basis for relating laboratory and field compaction procedures.Ph. D.
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Iannelli, Michael. "Determination of Seismic Earth Pressures on Retaining Walls through Finite Element Analysis". DigitalCommons@CalPoly, 2016. https://digitalcommons.calpoly.edu/theses/1724.
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Seismic pressures on displacing or rigid retaining or basement walls have been derived based on the original work of Mononobe and Okabe, who used a shake table to calculate dynamic pressures of displacing retaining walls existing in cohesionless soils. Since this original work was done over eighty years ago, the results of Mononobe and Okabe, colloquially known as M-O theory, have been applied to different conditions, including non-displacing basement walls, as well as changes in soil properties. Since the original work of M-O, there have been numerous studies completed to verify the accuracy of the original calculation, most notably the work of Seed and Whitman (1970), Wood (1973), Sitar (Various), and Ostadan (2005). This has resulted in varying opinions for the accuracy of M-O theory, whether it is grossly unconservative or conservative, as well as its effectiveness for situations where the wall does not displace enough to engage active soil conditions. This study examines (3) different wall cases, a cantilever retaining wall, gravity retaining wall, and rigid basement wall, through an implcit finite element analysis, under simple sinusoidal boundary accelerations. The soil is modeled using the Drucker-Prager model for elastic-plastic properties. The dynamic pressure increment is observed for different driving frequencies, with the anticipation that an in-phase and out of phase response between the soil and structure will be achieved, resulting in both lower and higher than M-O pressure values.
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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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Su, Yang. "Modelling study of stress displacement theories for retaining walls under seismic excitation". Thesis, Curtin University, 2014. http://hdl.handle.net/20.500.11937/2253.
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A strutted retaining wall system under seismic excitation was modeled by PLAXIS and ABAQUS. The results were evaluated based on analytical theories based on stress displacement behavior. The results showed good general agreement between modeling and theoretical results. A method is produced to utilize numerical output to gain relevant theoretical parameters. The variance in local wall response was critically studied and a new direction was proposed for seismic stress displacement behavior of retaining walls.