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Retaining Wall (retaining + wall)

Distribution by Scientific Domains

Engineering	85%

Selected Abstracts

Spain's greatest and most recent mine disaster

DISASTERS, Issue 1 2008
Flor Ma.
On 25 April 1998, the mineral waste retaining wall at the Swedish-owned pyrite mine at Aznalcóllar (Seville, Spain) burst,2 causing the most harmful environmental and socio-economic disaster in the history of the River Guadiamar basin. The damage was so great that the regional government decided in May 1998 to finance a comprehensive, multidisciplinary research initiative with the objective of eradicating or at least minimising all of the negative social, economic and environmental impacts. This paper utilises a Strengths, Weaknesses, Opportunities and Threats (SWOT) analysis to identify eight strategic measures aimed at providing policymakers with key guidelines on implementing a sustainable development model, in a broad sense. Empirical evidence, though, reveals that, to date, major efforts to tackle the negative impacts have centred on environmental concerns and that the socio-economic consequences have not been completely mitigated. [source]

Temporal variations of physical and hydrochemical properties of springs in the Mid-Levels area, Hong Kong: results of a 1-year comprehensive monitoring programme

HYDROLOGICAL PROCESSES, Issue 8 2008
Chi-Man Leung
Abstract Springs and seeps occur in the spaces around Po Hing Fong Street in the Mid-Levels area, Hong Kong. Most of the springs occur through the drainage weepholes on retaining walls at the street. This paper first examines the geology and history of the springs. The paper then reports the findings from a 1-year comprehensive spring monitoring programme. The temporal variations of flow rate, physiochemical parameters and hydrochemistry of the springs are discussed. The average temperatures of the springs were close to the mean air temperature, although there was a systematic lag time of 40 to 50 days between the peak air temperature and highest water temperatures. Spring waters from two rows of weepholes in the retaining wall showed significantly different physical and hydrochemical responses to the changes in rainfall and temperature, though their vertical distance is only about 1 m. The results suggest that water from the upper row of weepholes may represent a recharge source that is shallow or close to the spring outlets, whereas that from the lower row of weepholes may represent a recharge source that is much deeper or further up the hill. Although the spring flows increased rapidly after rainstorms, analysis of the total dissolved solids showed a delayed response to rainstorm events. The concentration of individual ions in the spring water varied in a unique way in response to rainstorm events. It is clear that the presence of underground man-made drainage systems and the leakage from water mains in the study area may add complexity to the solute responses and transport mechanisms. Further studies are required to constrain the impacts of these man-made structures on the hydrogeology of the springs. Copyright © 2007 John Wiley & Sons, Ltd. [source]

Study on the action of the active earth pressure by variational limit equilibrium method

INTERNATIONAL JOURNAL FOR NUMERICAL AND ANALYTICAL METHODS IN GEOMECHANICS, Issue 10 2010
Li Xinggao
Abstract Within the framework of limiting equilibrium approach, the problem of active earth pressure on rigid retaining wall is formulated in terms of the calculus of variations by means of Lagrange multipliers. It is transcribed as the functional of extreme-value problem by two undetermined function arguments, and is further transformed into determining the minimax solution of restrained functions incorporating the geometrical relations of the problem. The function of (fmincon) in the optimization toolbox of MATLAB 6.1 can be used to find the minimax solution. Computation results show there exist two kinds of modes of failure sliding along plane surface and rotating around log-spiral cylinder surface when the soil behind the walls reaches the critical active state. The magnitude of active earth pressure in the case of translational mode is less than that in the case of rotational mode. The location of action point of earth pressure in the case of translational mode is at or below height of the wall, and in the case of rotational mode, is above height of the wall. Preliminary study indicates a pair of numbers by two theoretical modes can be regarded as an interval estimation of active pressure. Copyright © 2009 John Wiley & Sons, Ltd. [source]

Lateral force and centroid location caused by horizontal and vertical surcharge strip loads on a cross-anisotropic backfill

INTERNATIONAL JOURNAL FOR NUMERICAL AND ANALYTICAL METHODS IN GEOMECHANICS, Issue 13 2007
Cheng-Der Wang
Abstract This work presents analytical solutions for determining lateral force (force per unit length) and centroid location caused by horizontal and vertical surcharge surface loads acting on a cross-anisotropic backfill. The surcharge loading types are point load, line load, uniform strip load, upward linear-varying strip load, upward nonlinear-varying strip load, downward linear-varying strip load, and downward nonlinear-varying strip load. The planes of cross-anisotropy are assumed parallel to the backfill ground surface. The proposed solutions, derived by integrating the lateral stress solutions (Int. J. Numer. Anal. Meth. Geomech. 2005; 29:1341,1361), do not exist in literature. Clearly, the type and degree of material anisotropy, loading distance from the retaining wall, and loading types markedly impact the proposed solutions. Two examples are utilized to illustrate the type and degree of soil anisotropy, and the loading types on the lateral force and centroid location in the isotropic/cross-anisotropic backfills generated by the horizontal and vertical uniform, upward linear-varying and upward nonlinear-varying strip loads. The parametric study results demonstrate that the lateral force and centroid location accounting for soil anisotropy, loading distance from the retaining wall, dimension of the loading strip, and loading directions and types differ significantly from those estimated using existing isotropic solutions. The derived solutions can be added to other lateral pressures, such as earth pressure or water pressure, required for stability and structural analysis of a retaining wall. Additionally, they can simulate realistically actual surcharge loading problems in geotechnical engineering when backfill materials are cross-anisotropic. Copyright © 2007 John Wiley & Sons, Ltd. [source]

A counterfort versus a cantilever retaining wall,a seismic equivalence,

INTERNATIONAL JOURNAL FOR NUMERICAL AND ANALYTICAL METHODS IN GEOMECHANICS, Issue 9 2005
Ashok K. Chugh
Abstract A procedure is presented to develop geometric dimensions and material property values for a model cantilever wall from those of a prototype counterfort wall such that the model wall will simulate the response of the prototype wall for seismic loads. The equivalency criteria are given. A sample problem is included to illustrate the use of the proposed procedure. Accuracy of results is discussed. Published in 2005 by John Wiley & Sons, Ltd. [source]

Modelling of earth and water pressure development during diaphragm wall construction in soft clay

INTERNATIONAL JOURNAL FOR NUMERICAL AND ANALYTICAL METHODS IN GEOMECHANICS, Issue 13 2004
R. Schäfer
Abstract The influence of a diaphragm wall construction on the stress field in a soft clayey soil is investigated by the use of a three-dimensional FE-model of seven adjacent wall panels. The installation procedure comprises the excavation and the subsequent pouring of each panel taking into account the increasing stiffness of the placed fresh concrete. The soft clay deposit is described by a visco-hypoplastic constitutive model considering the rheological properties and the small-strain stiffness of the soil. The construction process considerably affects the effective earth and pore water pressures adjacent to the wall. Due to concreting, a high excess pore water pressure arises, which dissipates during the following construction steps. The earth pressure finally shows an oscillating, distinct three-dimensional distribution along the retaining wall which depends on the installation sequence of the panels and the difference between the fresh concrete pressure and the total horizontal earth pressure at rest. In comparison to FE-calculations adopting the earth pressure at rest as initial condition, greater wall deflections and surface ground settlements during the subsequent pit excavation can be expected, as the average stress level especially in the upper half of the wall is increased by the construction procedure of the retaining structure. Copyright © 2004 John Wiley & Sons, Ltd. [source]

Application of micropolar plasticity to post failure analysis in geomechanics

INTERNATIONAL JOURNAL FOR NUMERICAL AND ANALYTICAL METHODS IN GEOMECHANICS, Issue 10 2004
Majid T. Manzari
Abstract A micropolar elastoplastic model for soils is formulated and a series of finite element analyses are employed to demonstrate the use of a micropolar continuum in overcoming the numerical difficulties encountered in application of finite element method in standard Cauchy,Boltzmann continuum. Three examples of failure analysis involving a deep excavation, shallow foundation, and a retaining wall are presented. In all these cases, it is observed that the length scale introduced in the polar continuum regularizes the incremental boundary value problem and allows the numerical simulation to be continued until a clear collapse mechanism is achieved. The issue of grain size effect is also discussed. Copyright © 2004 John Wiley & Sons, Ltd. [source]

Ground-penetrating radar investigations into the construction techniques of the Concordia Temple (Agrigento, Sicily, Italy)

ARCHAEOLOGICAL PROSPECTION, Issue 1 2007
P. M. Barone
Abstract Over the past decade, ground-penetrating radar (GPR) has been recognized as being particularly well adapted to the non-destructive survey of archaeological sites. The present work discusses such an application of the GPR to the study of the foundation geometry of the Concordia Temple in Agrigento (Sicily, southern Italy). Radar data were collected using a pulse EKKO 1000 unit (Sensors and Software, Inc.) with 225,MHz antennae. The GPR data show a regular sequence of short reflectors alternating with ,signal blanked' areas located at approximately 50,ns in the peristyle and a continuous horizontal reflector at approximately 30,ns within the inner part of the temple (the cell). These results may indicate that the construction technique used in the temple was not a compact and homogeneous retaining wall, consisting of an outside layer of bricks and various grouting materials, as was previously thought. The two-dimensional images indicate, instead, that the Greeks made use of the geomorphology of the surrounding area, which involved exploiting the surrounding landscape to obtain foundations (artificial and natural) capable of supporting such monumental and stately buildings. Furthermore, the paper demonstrates the validity of this technique to investigate the foundation geometry of an ancient temple, where it is undesirable to apply a destructive technique. Copyright © 2007 John Wiley & Sons, Ltd. [source]

Q- und R-Matten aus Kunststoff für Bewehrungsaufgaben in der Geotechnik

BAUTECHNIK, Issue 9 2004
Georg Heerten Dr.-Ing.
Wachsende Güterströme und Warenverkehre im Zentrum eines wachsenden Europas und zunehmender Warenaustausch als Folge der Globalisierung der Weltwirtschaft stellen erhebliche Anforderungen an den Erhalt und Ausbau leistungsfähiger Infrastruktursysteme (Straße, Schiene, Wasserstraße). Nachhaltigkeitskonzepte bei der Bautätigkeit und Finanzierungsprobleme der öffentlichen Auftraggeber sind aktuelle Randbedingungen, denen mit Geokunststoff-Bauweisen optimal Rechnung getragen werden kann. Es können neben den technischen auch die ökonomischen und ökologischen Vorteile , Baukosten sparen, Baustoffressourcen schonen , parallel genutzt werden. Eine Stützwand als "Bewehrte-Erde-Konstruktion" kann ganz erheblich kostengünstiger als eine Stahlbeton-Stützmauer hergestellt werden. Die Ertüchtigung von wenig tragfähigen Böden mit flächig angeordneten Bewehrungslagen und/oder pfahlartigen geokunststoffummantelten Bodensäulen vermeidet umfangreichen Bodenaustausch, spart Kosten, verhindert umfangreichen Transport von Bodenmassen mit LKWs. Hierdurch werden knappe Baustoffressourcen wie Sand und Kies geschont sowie eine z. T. erhebliche Entlastung örtlicher Verkehrswege bewirkt. Q and R mats made of synthetics for reinforcement functions in the field of geotechnics. An increasing flow of goods in a growing central Europe, resulting from the globalisation of the world economy, makes high demands on the maintenance and development of an efficient infrastructure (road, railway, waterway). Sustainability concepts for the construction activities and funding problems of the contracting authorities are current boundary conditions which can be accommodated optimally with geosynthetic construction methods. At the same time, besides the technical advantages, the economical and ecological advantages can be used too , saving of construction costs and taking care of building materials resources. A retaining wall as "Reinforced-Earth-Structure" can be constructed at much lower cost than a retaining wall made of reinforced concrete. The improvement of subsoils with low bearing capacity, by using reinforcing layers in the area and/or soil columns similar to piles wrapped with geosynthetics, avoids a considerable exchange of soil, saves costs and avoids substantial soil transports by trucks. Thus, care is taken on rare building materials resources like sand and gravel and the traffic routes are partly released to a high extent. [source]

Neuartige vernagelte Lamellen-Stützwand

BAUTECHNIK, Issue 8 2004
Hermann Lohmiller Dr.-Ing.
Aus der Reihe von verschiedenen bepflanzbaren, dauerhaften Sicherungen von Geländeeinschnitten wird eine neuartige Lamellen-Stützwand beschrieben. Sie zeichnet sich dadurch aus, daß sie aus horizontalen, im Erdreich verankerten Stahlbetongurten besteht, in deren Schutz die endgültige Aushubsohle erreicht wird, und daran später von unten nach oben fortschreitend, befestigten Fertigteil-Lamellen. Die Verankerungen bestehen vorzugsweise aus schlaffen Nägeln Es können aber auch Spannanker verwendet werden. Die Vorzüge dieser Bauweise werden hervorgehoben. Ein ausgeführtes Beispiel wird mit mehreren Fotos dargestellt und beschrieben. Anschließend wird auf die Besonderheiten eines vom Verfasser entwickelten Computer-Programms hingewiesen, mit dem nicht nur die beschriebene Konstruktion, sondern auch alle anderen vernagelten Stützwände, insbesondere die mit Spritzbeton verkleideten, berechnet werden können. Dabei werden neue Wege beschritten, die zu schnelleren und genaueren Ergebnissen führen. New nailed lamellar retaining wall. A new nailed lamellar retaining wall will be described, which belong in the category of various permanent safeguards designed to prevent the earth behind the sides of an excavation cut from moving, and into which plants can be fitted. They are characterized by horizontal walers made out of reinforced concrete, which are anchored in the earth and support the sides of an excavation so that its final bottom can be reached, and by prefabricated lamellas attached to these walers at some later date starting at the bottom and going up to the top. Preferred means of anchoring are non-prestressed nails. However, prestressed anchors can also be used. Advantages of this construction are highlighted. An example of the mentioned walls that has been put into practice is given and described through various photographs. The particularities of a computer program developed by the author are then briefly presented, which enables not only the described construction but also all other nailed retaining walls to be calculated, notably those walls coated with shotcrete. New approaches are explored here which bring about quicker and more exact results. [source]

Temporal variations of physical and hydrochemical properties of springs in the Mid-Levels area, Hong Kong: results of a 1-year comprehensive monitoring programme

Direct assessment of structural resistance against pressurized fracture

INTERNATIONAL JOURNAL FOR NUMERICAL AND ANALYTICAL METHODS IN GEOMECHANICS, Issue 5 2003
G. Bolzon
Abstract The determination of the load bearing capacity of hydraulic structures such as dams, reservoirs and retaining walls requires the consideration of mixed-mode fracture, possibly driven by the fluid pressure, in correspondence to artificial and natural joints (or cracks, in the latter case). A friction-cohesive softening interface model with coupled degradation of normal and tangential strength is introduced here to account for the essential features of the joint behaviour; its predictive capability is assessed through extensive calculations. Alternative numerical techniques resting on the discrete-crack approach are considered, focusing on simplified approaches for the direct appraisal of the structural resistance. Comparison is made with the results of evolutionary analyses, based on a priori piecewise linearization of the interface model and on ,exact integration'. Copyright © 2003 John Wiley & Sons, Ltd. [source]

Untersuchung zur Erddruckbeanspruchung von Winkelstützwänden

BAUTECHNIK, Issue 12 2004
Martin Achmus Univ.-Prof.
Die Bemessung des vertikalen Schenkels von Winkelstützwänden ist gemäß derzeitiger deutscher Normung für erhöhten Erddruck, d. h. den Mittelwert aus aktivem Erddruck und Erdruhedruck, vorzunehmen. Dieser Ansatz liegt, wie im vorliegenden Aufsatz gezeigt wird, in vielen Fällen deutlich auf der sicheren Seite. Mittels einer numerischen Parameterstudie werden die wesentlichen Einflußfaktoren aufgezeigt. Auf der Grundlage der Ergebnisse wird ein Verfahren vorgeschlagen, das die genauere Festlegung der Erddrucklast unter Berücksichtigung der wesentlichen Einflußgrößen in einfacher Weise ermöglicht. Investigation on the earth pressure loading of L-shaped retaining walls. Due to current German regulations the structural design of the vertical wall stem of L-shaped retaining walls is based on the assumption of increased earth pressure loading, i.e. the average of active earth pressure and earth pressure at rest. In the presented paper it is shown that with this approach the resultant loading is in most cases overestimated. The influence of the most important parameters is investigated by a numerical model. Based on the results, a simple method for a more accurate estimation of the resultant loading is proposed. [source]