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Johnson, Sean (Sean Michael). "Modeling a bender element test using Abaqus Finite Element Program." Thesis, Massachusetts Institute of Technology, 2011. http://hdl.handle.net/1721.1/64573.
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Thesis (S.M.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 2011.Cataloged from PDF version of thesis.
Includes bibliographical references (p. 253-255).
Finite Element Methods hold promise for modeling the behavior of an unsaturated soil specimen subjected to bender element agitation. The immediate objective of this research project is to reproduce a bender element test using Abaqus Finite Element Software assuming elastic and isotropic conditions. Extensive compressions were made of bender element testing of unsaturated Ticino Sand specimens uniaxially compressed and the Abaqus Finite Element Method program simulation. The research determined that the mesh resolution of a numerical analysis are optimal at a resolution of a twentieth of the shear wavelength and the integration time step has a negligible effect on the observed wave velocity. Moreover, it is possible to reproduce an uniaxially stressed bender element experiments of unsaturated Ticino sand in an Abaqus Finite Element Method program with relatively minimal error of the body wave velocity measurements if the source receiver distance is beyond two shear wavelengths and the reflected signals from the boundaries are suppressed.
by Sean Johnson.
S.M.
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Lo, Kai Fung. "Small-strain shear modulus and damping ratio determination by bender element /." View abstract or full-text, 2005. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202005%20LOK.
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Knutsen, Mirjam. "On Determination of Gmax by Bender Element and Cross-Hole Testing." Thesis, Norges teknisk-naturvitenskapelige universitet, Institutt for bygg, anlegg og transport, 2014. http://urn.kb.se/resolve?urn=urn:nbn:no:ntnu:diva-27232.
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The small-strain shear modulus, G<sub>max</sub>, is an important parameter in geodynamic problems and for advanced modelling. G<sub>max</sub> is influenced by several factors, which complicates the assessment and interpretation of test results. Due to sample disturbance, values measured in the laboratory may be lower than in the field. The use of G<sub>max</sub> as a measure of sample disturbance has previously been investigated. Different testing methods for determination of G<sub>max</sub> are described in this thesis, with a presentation of advantages and limitations on the basis of literature. Field tests can be performed either from the ground surface or in boreholes. For determination of G<sub>max</sub> in the laboratory, the use of bender elements in conventional test devices, such as the triaxial apparatus, has become a common procedure. With bender elements, several repetitive tests can be performed, and the sample can subsequently be tested for other soil characteristics. The initial part of this study concerned implementation of bender elements in a triaxial apparatus at the NTNU geotechnical laboratory. Subsequently, determination of G<sub>max</sub> by bender element testing was emphasized. Clay samples from three different sites were used, the Stjørdal, Tiller and Esp sites. At the Esp site, a limited field testing program was also performed, using a cross-hole method for determination of in situ G<sub>max</sub>. Laboratory measurements on two samples of Esp clay gave G<sub>max</sub> of 27 MPa and 30 MPa, after long-term consolidation. In situ measurements gave consistent results, with an average G<sub>max</sub> of 47 MPa. Values measured in the laboratory are seen to be about 40 % lower than values measured in the field. However, it should be noted that in the bender element test, the direction of propagation of the s-wave is vertical, while in the cross-hole test, it is horizontal. Consequently, due to anisotropy, a direct comparison may be somewhat erroneous.Factors influencing G<sub>max</sub> are presented on the basis of literature. Void ratio, plasticity index and soil structure are seen to be important factors. G<sub>max</sub> also show a stress dependency, increasing with increasing overburden pressure. Literature regarding G<sub>max</sub> as a measure of sample disturbance is also presented. For evaluation of the development of G<sub>max</sub> with time, long-term consolidation was performed. An evident increase in G<sub>max</sub> with time of consolidation was observed, with a correlation to axial strain. This is assumed to be due to aging effects, bringing the sample closer to its in situ state. Observations also showed a larger increase for 54 mm tube samples than for block samples, indicating some correlation between sample quality and G<sub>max</sub>. Reconsolidation seems to compensate for some effects of disturbance. However, it is suggested that destructuration of the soil is an important factor of sample disturbance which is not eliminated by reconsolidation. Bender element testing of the Esp clay was also performed on a sample of half height (5 cm). The results showed G<sub>max</sub> values about 25 % lower than those of the full-height samples. This indicates the existence of some near-field effects influencing the shear wave velocity close to the elements.Interpretation of cross-hole results revealed some difficulties regarding identification of the shear wave. The equipment should be further developed so that receivers are in direct contact with the soil. Lack of knowledge regarding an assumed complex environment in the triaxial cell, may have been a limitation when interpreting laboratory results. A model of the bender element test in a finite element method program, such as Plaxis, may be of interest for investigation of the actual condition of wave propagation. Further work is also proposed regarding the use of Gmax as a measure on sample disturbance.
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Hasan, Ahmed M. "Small strain elastic behaviour of unsaturated soil investigated by bender/extender element testing." Thesis, University of Glasgow, 2016. http://theses.gla.ac.uk/7492/.
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The aim of this project was to investigate very small strain elastic behaviour of soils under unsaturated conditions, using bender/extender element (BEE) testing. The behaviour of soils at very small strains has been widely studied under saturated conditions, whereas much less work has been performed on very small strain behaviour under unsaturated conditions. A suction-controlled double wall triaxial apparatus for unsaturated soil testing was modified to incorporate three pairs of BEEs transmitting both shear and compression waves with vertical and horizontal directions of wave transmission and wave polarisation. Various different techniques for measuring wave travel time were investigated in both the time domain and the frequency domain and it was concluded that, at least for the current experimental testing programme, peak-to-first-peak in the time domain was the most reliable technique for determining wave travel time. An experimental test programme was performed on samples of compacted speswhite kaolin clay. Two different forms of compaction were employed (i.e. isotropic and anisotropic). Compacted kaolin soil samples were subjected to constant suction loading and unloading stages at three different values of suction, covering both unsaturated conditions (s= 50kPa and s= 300kPa) and saturated conditions (s=0). Loading and unloading stages were performed at three different values of stress ratio (η=0, η=1 and η=-1 ). In some tests a wetting-drying cycle was performed before or within the loading stage, with the wetting-drying cycles including both wetting-induced swelling and wetting-induced collapse compression. BEE tests were performed at regular intervals throughout all test stages, to measure shear wave velocity Vs and compression wave velocity Vp and hence to determine values of shear modulus G and constrained modulus M. The experimental test programme was designed to investigate how very small strain shear modulus G and constrained modulus M varied with unsaturated state variables, including how anisotropy of these parameters developed either with stress state (stress-induced anisotropy) or with previous straining (strain-induced anisotropy). A new expression has been proposed for the very small strain shear modulus G of an isotropic soil under saturated and unsaturated conditions. This expression relates the variation of G to only mean Bishop’s stress p* and specific volume v, and it converges to a well-established expression for saturated soils as degree of saturation approaches 1. The proposed expression for G is able to predict the variation of G under saturated and unsaturated conditions at least as well as existing expressions from the literature and it is considerably simpler (employing fewer state variables and fewer soil constants). In addition, unlike existing expressions from the literature, the values of soil constants in the proposed new expression can be determined from a saturated test. It appeared that, in the current project at least, any strain-induced anisotropy of very small strain elastic behaviour was relatively modest, with the possible exception of loading in triaxial extension. It was therefore difficult to draw any firm conclusion about evolution of strain-induced anisotropy and whether it depended upon the same aspects of soil fabric as evolution of anisotropy of large strain plastic behaviour. Stress-induced anisotropy of very small strain elastic behaviour was apparent in the experimental test programme. An attempt was made to extend the proposed expression for G to include the effect of stress-induced anisotropy. Interpretation of the experimental results indicated that the value of shear modulus was affected by the values of all three principal Bishop’s stresses (in the direction of wave transmission, the direction of wave polarisation and the third mutually perpendicular direction). However, prediction of stress-induced anisotropy was only partially successful, and it was concluded that the effect of Lode angle was also significant.
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Li, Bo. "EFFECT OF FABRIC ANISOTROPY ON THE DYNAMIC MECHANICAL BEHAVIOR OF GRANULAR MATERIALS." Case Western Reserve University School of Graduate Studies / OhioLINK, 2011. http://rave.ohiolink.edu/etdc/view?acc_num=case1291071699.
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Araya, Contreras Sofía Esperanza. "Medición de parámetros dinámicos de arena con finos mediante columna resonante." Tesis, Universidad de Chile, 2017. http://repositorio.uchile.cl/handle/2250/145564.
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Ingeniera CivilChile es uno de los países más sísmicos del mundo; escenario de grandes terremotos en el pasado y con toda seguridad, en el futuro. En particular, los suelos son afectados por movimientos sísmicos. Por lo que es importante conocer las propiedades dinámicas del suelo (rigidez máxima Gmax , curvas de degradación G/Gmax y el amortiguamiento D ) para el correcto diseño de proyectos de ingeniería. Existen distintos ensayos para medir parámetros dinámicos del suelo, sometiéndolos a pequeñas y grandes deformaciones. El módulo de corte G y el amortiguamiento D se obtienen con ensayos de laboratorio y terreno. En particular, en laboratorio, uno de los ensayos que cubre un mayor rango de deformación es el de columna resonante (D4015-15, 2016). Este trabajo de título consistió en realizar ensayos de columna resonante en arenas de relave del muro del tranque El Torito (Mina de cobre El Soldado). Los ensayos fueron hechos con probetas de arena preparadas entre 35% y 85% de densidad relativa, y confinamientos que variaron entre 1 [kg/cm2] y 4 [kg/cm2]. Los resultados obtenidos se compararon con los obtenidos en el equipo Bender Element. Los Gmax dieron entre 40 y 180 [MPa]. Los ensayos de columna resonante entregaron rigideces máximas moderadamente mayores (5%) a los de Bender Element. Esto debido posiblemente a que las probetas del primer ensayo se vieron menos alteradas en su confección. Todas las curvas de degradación del módulo de corte G/Gmax y amortiguamiento D varían respecto a su deformación al corte con una tendencia que concuerda con lo observado en la literatura. A mayor confinamiento, las muestras tienen mayor rigidez inicial, mayor G/Gmax y menor amortiguamiento. A mayor índice de vacíos, las probetas tienen menor rigidez inicial y mayor G/Gmax , el amortiguamiento no tiene mayor variación respecto este parámetro. El comportamiento de las muestras al 5% de saturación es similar al de las muestras saturadas.
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Karam, Jean-Paul. "Etude de la rhéologie des loess du Nord de la France - Application à l'évaluation de leur risque de liquéfaction." Phd thesis, Ecole des Ponts ParisTech, 2006. http://pastel.archives-ouvertes.fr/pastel-00002185.
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Pour mieux comprendre les problèmes de stabilité observés sur la ligne nord du TGV en Picardie, des essais de caractérisation mécanique ont été réalisés sur le loess naturel qui est le sol de la fondation ferroviaire. L'accent a été mis sur son comportement sous un grand nombre de chargements cycliques dans des conditions non saturées, sur son comportement d'effondrement à l'humidification et sur sa susceptibilité de liquéfaction quand la saturation est atteinte. Les résultats obtenus ont montré que la couche située à 2,20m présente le plus grand risque d'instabilité. Une nouvelle méthode évaluation des risques de liquéfaction a été développée à partir d'essais courants de géotechniques. Cette méthode prend en compte notamment l'effet de la non saturation initiale. Une application directe de cette méthode sur 4 sites différents a monté une cohérence avec les sondages in situ. Sur le plan numérique, un modèle élastoplastique avec endommagement a été développé pour décrire les principaux phénomènes observés tels que l'effondrement dû à la diminution de la succion, l'endommagement et la liquéfaction dus au chargement cyclique.
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Rizzi, Vera Federica. "Studio della riattivazione della frana di Montevecchio (FC) mediante misure in sito e in laboratorio." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2017. http://amslaurea.unibo.it/13411/.
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L’Appennino emiliano-romagnolo è uno dei territori a maggior rischio idrogeologico d’Italia, caratterizzato dal più alto valore di indice di franosità su territorio nazionale. Nell’ultimo decennio, sono stati effettuati numerosi studi per la messa a punto di tecniche in grado di fornire potenzialmente elementi utili alla previsione di fenomeni gravitativi. Alcuni di questi studi, sono stati effettuati per fenomeni franosi che coinvolgono materiale fine (limoso – argilloso), al fine di valutare le condizioni fisiche e meccaniche che causano la trasformazione di frane per scorrimento in colate. A tale scopo sono state utilizzate tecniche investigative prevalentemente di tipo geotecnico e geofisico, sia in campo che in laboratorio. Mediante la correlazione e il confronto di dati acquisiti dalla strumentazione di monitoraggio e da prove geofisiche, svolte in situ, e prove geotecniche e geofisiche, svolte in laboratorio, è stato effettuato lo studio del comportamento delle ultime riattivazioni, avvenute nel 2015, della frana di Montevecchio, determinando il valore di parametri potenzialmente indice di fenomeni di mobilizzazione di materiale nell’area di dissesto.
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Mohsin, AKM. "AUTOMATED Gmax MEASUREMENT TO EXPLORE DEGRADATION OF ARTIFICIALLY CEMENTED CARBONATE SAND." Thesis, The University of Sydney, 2008. http://hdl.handle.net/2123/5003.
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Soil Stiffness is an important parameter for any geotechnical engineering design. In laboratory tests it can be derived from stress-strain curves or from dynamic measurement based on wave propagation theory. The second method is a more accurate and direct method for measuring stiffness at very small strains. Until now dynamic measurements have usually been obtained manually from the triaxial test. Attempts have been made to automate the procedure but have apparently failed due to the high level of variability in dynamic measurements. Moreover, triaxial tests of soil can be very lengthy and manual dynamic measurements can be very tedious and impractical for long stress-path tests. In this research a computer program has been developed to automate the stiffness measurement (using bender elements) based on the cross- correlation technique. In this method the program records all the peaks and corresponding arrival times in the cross-correlation signal during the test. The stiffness is calculated and displayed on the screen continuously. The Bender Element enabled to get the small strain shear modulus. An arbitrary “Chirp” waveform of 4 kHz frequency was used for this purpose. Subsequently Bender Element test results were checked by ‘Sine’ waveforms of frequencies 5kHz to 20kHz, as well as by manual inspection of the arrival time. This thesis discusses the method and some of the difficulties in truly automating the process. Finally some results from a number of stress path tests on uncemented and cemented calcareous sediments are presented. Bender elements have been used by many researchers to determine the shear modulus at small strain. Most previous studies have used visual observation of arrival time, which is time consuming and often requires some judgement from the operator. This thesis will describe the use of cross-correlation as a method for automation of Gmax measurement. Cross-correlation has been claimed to be unreliable in the past. However, it will be shown that provided several peaks in the cross-correlation signal are monitored it is possible to follow the variation of Gmax throughout consolidation and shearing. The measurement can be made at regular intervals within the software controlling a stress-path apparatus. Details of the apparatus used and practical considerations including selection of waveform and frequency are discussed. A series of drained cyclic triaxial tests was carried out on artificially cemented and uncemented calcareous soil of dry unit weights 13, 15, and 17 kN/m3 and sheared with constant effective confining stress 300 kPa. Gypsum cement contents of 10%, 20% and 30% of the dry soil weight were used. In addition a series of stress path tests were performed on Toyuora sand samples. Results will be presented for two uncemented and one cemented sand. In addition to the bender elements, all tests had internal instrumentation to monitor axial and lateral strains. Results will be presented for Toyura sand to show that the measurements are consistent with those obtained by other methods. Results will also be presented for carbonate sand subjected to a wide range of stress paths. Finally, results will be presented for the carbonate sand cemented with gypsum. The degradation of Gmax of the cemented soil subjected to variety of monotonic and cyclic stress-paths is presented. Analysis of the results includes assessment of the factors influencing Gmax for uncemented sand. Preliminary analysis indicates that in order of importance these are the mean effective stress, the stress history, void ratio and stress ratio. For cemented sand, Gmax is initially constant and independent of stress path. After yielding the modulus degrades, becoming increasingly stress level dependent and eventually approaches the value for uncemented sand. Factors influencing the rate of degradation are discussed. For the Toyuora sand samples the effects of end restraint on the stress-strain response at small strains were investigated. The conventional method of mounting triaxial specimen has the effect of introducing friction between sample and end platen during a compression test. This inevitably restricts free lateral movement of the specimen ends. Frictional restraint at the sample ends causes the formation of 'dead zones' adjacent to the platens, resulting in non-uniform distribution of stress and strain (and of pore pressure if undrained). On the other hand the specimen with 'free' ends maintain an approximate cylindrical shape instead of barrelling when subjected to compression, resulting in a more uniform stress distribution.
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Mohsin, AKM. "AUTOMATED Gmax MEASUREMENT TO EXPLORE DEGRADATION OF ARTIFICIALLY CEMENTED CARBONATE SAND." University of Sydney, 2008. http://hdl.handle.net/2123/5003.
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Doctor of Philosophy(PhD)Soil Stiffness is an important parameter for any geotechnical engineering design. In laboratory tests it can be derived from stress-strain curves or from dynamic measurement based on wave propagation theory. The second method is a more accurate and direct method for measuring stiffness at very small strains. Until now dynamic measurements have usually been obtained manually from the triaxial test. Attempts have been made to automate the procedure but have apparently failed due to the high level of variability in dynamic measurements. Moreover, triaxial tests of soil can be very lengthy and manual dynamic measurements can be very tedious and impractical for long stress-path tests. In this research a computer program has been developed to automate the stiffness measurement (using bender elements) based on the cross- correlation technique. In this method the program records all the peaks and corresponding arrival times in the cross-correlation signal during the test. The stiffness is calculated and displayed on the screen continuously. The Bender Element enabled to get the small strain shear modulus. An arbitrary “Chirp” waveform of 4 kHz frequency was used for this purpose. Subsequently Bender Element test results were checked by ‘Sine’ waveforms of frequencies 5kHz to 20kHz, as well as by manual inspection of the arrival time. This thesis discusses the method and some of the difficulties in truly automating the process. Finally some results from a number of stress path tests on uncemented and cemented calcareous sediments are presented. Bender elements have been used by many researchers to determine the shear modulus at small strain. Most previous studies have used visual observation of arrival time, which is time consuming and often requires some judgement from the operator. This thesis will describe the use of cross-correlation as a method for automation of Gmax measurement. Cross-correlation has been claimed to be unreliable in the past. However, it will be shown that provided several peaks in the cross-correlation signal are monitored it is possible to follow the variation of Gmax throughout consolidation and shearing. The measurement can be made at regular intervals within the software controlling a stress-path apparatus. Details of the apparatus used and practical considerations including selection of waveform and frequency are discussed. A series of drained cyclic triaxial tests was carried out on artificially cemented and uncemented calcareous soil of dry unit weights 13, 15, and 17 kN/m3 and sheared with constant effective confining stress 300 kPa. Gypsum cement contents of 10%, 20% and 30% of the dry soil weight were used. In addition a series of stress path tests were performed on Toyuora sand samples. Results will be presented for two uncemented and one cemented sand. In addition to the bender elements, all tests had internal instrumentation to monitor axial and lateral strains. Results will be presented for Toyura sand to show that the measurements are consistent with those obtained by other methods. Results will also be presented for carbonate sand subjected to a wide range of stress paths. Finally, results will be presented for the carbonate sand cemented with gypsum. The degradation of Gmax of the cemented soil subjected to variety of monotonic and cyclic stress-paths is presented. Analysis of the results includes assessment of the factors influencing Gmax for uncemented sand. Preliminary analysis indicates that in order of importance these are the mean effective stress, the stress history, void ratio and stress ratio. For cemented sand, Gmax is initially constant and independent of stress path. After yielding the modulus degrades, becoming increasingly stress level dependent and eventually approaches the value for uncemented sand. Factors influencing the rate of degradation are discussed. For the Toyuora sand samples the effects of end restraint on the stress-strain response at small strains were investigated. The conventional method of mounting triaxial specimen has the effect of introducing friction between sample and end platen during a compression test. This inevitably restricts free lateral movement of the specimen ends. Frictional restraint at the sample ends causes the formation of 'dead zones' adjacent to the platens, resulting in non-uniform distribution of stress and strain (and of pore pressure if undrained). On the other hand the specimen with 'free' ends maintain an approximate cylindrical shape instead of barrelling when subjected to compression, resulting in a more uniform stress distribution.
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Rio, Joao Filipe Meneses Espinheira. "Advances in laboratory geophysics using bender elements." Thesis, University College London (University of London), 2006. http://discovery.ucl.ac.uk/1348997/.
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Bender element transducers are used to determine the small-strain shear stiffness,Go, of soil, by determining the velocity of propagation of mechanical waves through tested samples. They are normally used in the laboratory, on their own or incorporated in geotechnical equipment such as triaxial cells or oedometers. Different excitation signals and interpretation methods are presently applied, each producing different results. The initial assumptions of unbounded wave propagation, generally used in bender element testing and inherited from seismic cross-hole testing, are quite crude and do not account for specific boundary conditions, which might explain the lack of reliability of the results. The main objective of this study is to establish the influence of the sample and transducer geometry in the behaviour of a typical bender element test system. Laboratory and numerical tests, supported by a theoretical analytical study, are conducted and the results presented in order to achieve this goal. An independent monitoring of the dynamic behaviour of the bender elements and samples is also carried out. Using a laser velocimeter, capable of recording the motion of the subjects without interference,their dynamic responses can be obtained and their mechanical properties verified. A parametric study dealing with sample geometry is presented, where 24 samples with different geometries are tested. Synthetic rubber is used as a substitute for soft clay, due to the great number of samples involved and the necessity of guarantee the constancy of their properties. The numerical analysis makes use of three-dimensional finite difference models with different geometries.A regressive analysis is possible since the elastic properties of the system are pre-determined and used to evaluate the results. A numerical analysis also has the benefit of providing the response not only at a single receiving point but at any node in the model.
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Bate, Bate. "Engineering behavior of fine-grained soils modified with a controlled organic phase." Diss., Georgia Institute of Technology, 2010. http://hdl.handle.net/1853/39627.
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Organic materials are ubiquitous in the geologic environment, and can exert significant influence over the interfacial properties of minerals. However, due to the complexity in their structure and interaction with soil solids, their impact has remained relatively unquantified. This study investigated the engineering behaviors of organoclays, which were synthesized in the laboratory using naturally occurring clay minerals and quaternary ammonium compounds of controlled structure and density of loading. Organic cations were chosen to study the effects of functional group structure and size.
The laboratory investigation showed that the presence of the organic cations on the mineral surfaces led to increased hydrophobicity of all clays tested. Conduction studies on the electrical, hydraulic, and thermal properties of the organoclay composites suggested that increasing the total organic carbon content resulted in decreased electrical and thermal conductivity, but increased hydraulic conductivity, due to the reduced swelling of the base clay mineral phase. Electrokinetic properties of the organoclays illustrated that compared with the clay's naturally occurring inorganic cations, exchanged quaternary ammonium cations were more likely bound within a particle's shear plane. Consequently, organoclays had less negative zeta potential than that of unmodified bentonite. Increasing the length of one carbon tail was more effective at binding organic cations within the shear plane than increasing the size of the cation, when compared on the basis of total organic carbon content.
In terms of large strain strength, the modified organic clays exhibited increased shear strength, in part owing to the reduction in water content caused by the presence of the hydrophobic organic layering. Shear strength increased with single carbon tail length or with cation size, although the latter effect tended to reach a plateau as the length of the four short cation tails increased from 2 to 4. In terms of small strain behavior, the shear modulus was shown to be a function of the total organic carbon content. It is believed that number of particle contacts increased as the organic carbon content increased. Stiffness increased as either the size of the cation or the total organic carbon content was increased. Damping also increased as the organic loading was increased, with the organic phase acting as an energy dissipation mechanism.
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Fu, Lei. "Application of Piezoelectric Sensors in Soil Property Determination." Case Western Reserve University School of Graduate Studies / OhioLINK, 2004. http://rave.ohiolink.edu/etdc/view?acc_num=case1089850793.
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Sharifipour, Mohammad. "Caractérisation des sols par propagation d'ondes analyse critique de la technique des bender extender elements." Nantes, 2006. http://archive.bu.univ-nantes.fr/pollux/show.action?id=1d7aacac-7a0c-4cdd-bd26-c0cddb4cf572.
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Ce travail de recherche porte sur l’analyse de la technique des « bender-extender elements », utilisée pour déterminer les propriétés mécaniques des sols dans le domaine des très petites déformations ( < 10-5 - 10-6). Cette technique est basée sur la propagation d’ondes de cisaillement (S) et de compression (P) dans des échantillons de sols. On discute tout d’abord de la pertinence de la méthode d’interprétation standard (méthode dite temporelle), évaluée au cours de la participation à un test comparatif international. On présente ensuite, et on les critique, les méthodes d’interprétation basées sur l’analyse fréquentielle des signaux. Cette critique est supportée par une étude expérimentale dans des milieux granulaires secs (billes de verre, billes de plomb, sable de Toyoura, sable d’Hostun). On montre que ces deux méthodes présentent un caractère subjectif pour l’identification du temps de vol des ondes mais convergent lorsque certaines précautions sont considérées. L’analyse fréquentielle a permis de mettre en évidence une évolution particulière de la fréquence centrale des signaux reçus en fonction de la contrainte appliquée. Cette évolution des fréquences est rapprochée de l’évolution des vitesses de propagation des ondes. Une explication à cette évolution particulière est proposée : les signaux reçus témoignent du comportement dynamique des capteurs piézo-électriques contraints par le sol environnant. Enfin, les travaux sont étendus au cas des milieux granulaires saturés ou partiellement saturésThe research work deals with the analysis of the « bender-extender elements » technique, used worldwide for the identification of elastic properties in the very small strains domain ( < 10-5 to 10-6). This technique consists in propagating both compression (P) and shear waves (S) through a soil sample. The relevance of the standard interpretation method (called time analysis), which was assessed during an international round robin test, is first discussed. Then, alternative frequency analysis is presented and also criticized. This discussion is supported by an extensive experimental program in dry granular materials (glass beads, lead beads, Toyoura sand, Hostun sand). Both the time and frequency analysis present some subjectivity about the identification of the wave time-of-flight but leads to a similar solution provided that some precautions are taken into account. The frequency analysis highlights a specific evolution of the peak frequency of the output signals versus the applied stress. This evolution is put in parallel with the evolution of the wave velocities. Considering many approaches, we show that the output signals result from the dynamic behaviour of the piezo-ceramics sensors embedded into a constrained soil. Finally, the study is extended to the case of saturated soils and partially saturated soils
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Georgetti, Giovana Bizão. "Deformabilidade de um solo laterítico não saturado." Universidade de São Paulo, 2014. http://www.teses.usp.br/teses/disponiveis/18/18132/tde-20032015-103943/.
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A deformabilidade é uma propriedade fundamental em projetos geotécnicos. A constatação de que as deformações em várias obras de engenharia se situam na faixa de pequenas e muito pequenas deformações e as limitações das técnicas de ensaio em medir tal nível de deformações levaram ao desenvolvimento de técnicas com base em solicitações dinâmicas, dentre as quais, as de coluna ressonante e bender elements. Particularmente, o emprego da técnica de bender elements tem crescido devido à simplicidade de execução dos ensaios, e determinação do módulo de cisalhamento máximo dos solos. Diversos estudos acerca das propriedades deformacionais dos solos determinadas por este método têm sido conduzidos em solos saturados ou secos, não obstante, estudos desta natureza em solos não saturados ainda são relativamente escassos. Esta pesquisa investigou a influência de algumas variáveis, como a sucção e a tensão confinante sobre a deformabilidade de um solo laterítico não saturado típico do interior do Estado de São Paulo, empregando bender elements, coluna ressonante e compressão triaxial com instrumentação interna. Além disso, buscando uma caracterização mais completa deste solo, ensaios de compressão triaxial foram realizados para quantificar sua resistência ao cisalhamento. Os resultados destes ensaios sugeriram a ocorrência de encruamento em solo indeformado, e uma envoltória planar de resistência foi usada para representar a resistência ao cisalhamento da amostra compactada. Já no que se refere à deformabilidade, os resultados indicaram que a redução do teor de umidade de compactação, o aumento do confinamento isotrópico ou da sucção são responsáveis por um solo menos deformável. Dados dos ensaios com bender elements foram bem representados por uma função potencial quando o módulo de cisalhamento máximo e a sucção foram normalizados pela tensão confinante líquida. Para o solo compactado não saturado, também ensaiado em coluna ressonante, dados obtidos por ambas as técnicas foram comparados, notando-se velocidades de ondas de cisalhamento um pouco superiores para os ensaios com bender elements, que foram atribuídas às mais altas frequências nestes ensaios.Stiffness is a fundamental property in geotechnical design. The fact that strains are in the smallto- very small strain range in several engineering works and the limitations of testing techniques in measuring such level of strains led to the development of dynamic techniques, such as resonant column and bender elements. Specifically, the bender elements technique has been increasingly used due to the simplicity in performing tests and computing the maximum shear modulus of the soil. Several studies have been carried out to assess stiffness properties of dry or saturated soils via bender elements, however, studies of this nature are still relatively scarce in unsaturated soils. This research investigated the influence of some variables, like suction and confining stress, on the stiffness of a lateritic unsaturated soil, typical of São Paulo State, via bender elements, resonant column and triaxial compression tests with local gauges. Furthermore, aiming at a more complete characterization of this soil, triaxial compression tests were performed in order to quantify its shear strength. Results from these tests suggested the occurrence of strain hardening on undisturbed specimens, and a planar shear strength envelope was used to represent the compacted sample data. Regarding soil stiffness, results indicated that it increases with a reduction in the compaction moisture content or an increase in isotropic confining stress or suction. Data from bender elements tests were nicely represented by a power function when maximum shear modulus and suction were normalized by the net confining stress. Results of unsaturated compacted soil obtained from bender elements and resonant column tests were compared and slightly larger shear wave velocities were noticed in bender elements tests, which were attributed to the larger testing frequencies used in these tests.
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Bender, Amelie [Verfasser]. "Zustandsüberwachung zur Prognose der Restlebensdauer von Gummi-Metall-Elementen unter Berücksichtigung systembasierter Unsicherheiten / Amelie Bender." Paderborn : Universitätsbibliothek, 2021. http://d-nb.info/1226217370/34.
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Bortolotto, Marina Schnaider. "Bender elements, ultrasonic pulse velocity, and local gauges for the analysis of stiffness degradation of an artificially cemented soil." reponame:Biblioteca Digital de Teses e Dissertações da UFRGS, 2017. http://hdl.handle.net/10183/172327.
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A rigidez a pequenas deformações e sua respectiva degradação são informações cruciais para se determinar parâmetros de projeto mais precisos. Apesar de sua importância, estas propriedades não são usualmente investigadas. Assim, o objetivo do presente trabalho foi de estudar a degradação da rigidez da areia de Osório artificialmente cimentada por meio de diferentes métodos de laboratório. A escolha por um material cimentado ocorreu baseada em apelos ambientais, econômicos e técnicos. O presente estudo também objetiva desenvolver e validar um sistema de Bender Elements (BE), que forneça resultados confiáveis na avaliação da degradação do solo. Pares de BE foram construídos para serem utilizados em testes de bancada e ensaios triaxiais. Além disso, um amplificador de sinal, assim como scripts foram desenvolvidos especialmente para a interpretação dos dados no domínio do tempo. O aumento da rigidez durante o processo de cura foi avaliado por meio da velocidade de onda cisalhante, medida pelos BE e por um equipamento de ondas ultrassônicas (UPV), sob condições de pressão atmosférica. Ensaios de degradação da rigidez, por sua vez, foram conduzidos em uma câmara triaxial especialmente modificada para a instalação dos BE Após sete dias de cura atmosférica, os corpos-de-prova foram cisalhados no equipamento triaxial modificado enquanto mudanças de rigidez eram obtidas por meio de testes de BE e instrumentação interna. Os resultados demonstraram que o sistema BE desenvolvido foi bem sucedido na avaliação da rigidez do solo estudado. A comparação entre os resultados do BE e UPV não foi conclusiva no que se refere à dependência do solo à frequência. A degradação do módulo obtida por ambas as metodologias apresentou uma adequada concordância para o corpo-deprova com menor quantidade de cimento. Módulos obtidos por BE foram pouco maiores que os obtidos por medidas internas. Ainda, a interpretação no domínio do tempo dos resultados de BE para corpos-de-prova cimentados, especialmente durante ensaios triaxiais, foi difícil de ser executada, reforçando a necessidade de se combinar diferentes métodos de interpretação quando BE forem utilizados.Stiffness at small strains and its respective degradation are crucial information to determine more precise design parameters. Despite their importance, these properties are not usually investigated. Thus, the objective of the present work was to study the stiffness degradation of artificially cemented Osorio sand by means of different laboratory methods. The choice for a cemented material was based on environmental, economic, and technical appeals. The present study also aimed to develop and validate a Bender Elements (BE) system that can provide reliable results in the evaluation of soil degradation. BE pairs were built for bench and triaxial tests. In addition, a signal amplifier, as well as scripts were specially developed for the interpretation of data in the time domain. Increase in stiffness during the curing process was evaluated by shear wave velocity measured by BE and an ultrasonic pulse wave velocity (UPV) equipment under atmospheric pressure conditions. Stiffness degradation tests were conducted in a specially modified triaxial chamber for BE installation After seven days of atmospheric curing, specimens were sheared in the modified triaxial equipment, while stiffness changes were obtained by BE tests and internal instrumentation. The results showed that the developed BE system was capable of successfully evaluating the studied soil. The comparison between BE and UPV results was not conclusive regarding soil dependence on frequency. Shear module degradation obtained with the two methodologies presented an adequate agreement for the specimen with the smaller amount of cement. Shear moduli obtained with BE were slightly larger than those obtained with internal measurements. Also, BE results interpretation in the time domain for cemented specimens, especially in the triaxial tests, was difficult to perform, reinforcing the need to combine different interpretation methods when BE are used.
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Santos, Roberto Aguiar dos. "Comportamento anisotrópico de um solo laterítico compactado." Universidade de São Paulo, 2015. http://www.teses.usp.br/teses/disponiveis/18/18132/tde-22032016-104302/.
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A compactação de aterros pode gerar comportamento anisotrópico, a depender do teor de umidade de compactação, entre outros fatores. O principal objetivo deste estudo foi investigar alguns aspectos relacionados à anisotropia inerente induzida pela compactação de um solo laterítico. Após realizar a caracterização mineralógica, geotécnica e microestrutural deste solo, estudou-se a resistência ao cisalhamento, condutividade hidráulica, compressibilidade e deformabilidade. O solo estudado foi classificado como laterítico arenoso (LA\') e apresentou agregação relativa da ordem de 12%. A metodologia desenvolvida no intuito de corrigir o aumento na massa específica seca das camadas inferiores, causado pelo processo de compactação, mostrou-se eficaz. A partir da curva de compactação foram consideradas amostras representativas das três condições de umidade de compactação: ramo seco, umidade ótima e ramo úmido. Corpos de prova foram talhados paralelamente e ortogonalmente às camadas de compactação. Os ensaios de porosimetria revelaram um comportamento bimodal na distribuição do tamanho de poros e também que o teor de umidade de compactação não interferiu no tamanho dos microporos. Para o solo compactado no ramo seco e na umidade ótima, a resistência ao cisalhamento correspondente à direção ortogonal se mostrou superior àquela correspondente à direção paralela às camadas de compactação. Por outro lado, a resistência ao cisalhamento no ramo úmido mostrou-se praticamente independente da direção de talhagem dos corpos de prova. Este comportamento se deve à maior capacidade do solo, em um dado teor de umidade, em absorver a energia aplicada e distribuí-la na direção paralela e ortogonal. Com relação às propriedades elásticas do material, observou-se que o aumento do teor de umidade de compactação contribui para redução da anisotropia de deformabilidade. Dentre as propriedades investigadas, a anisotropia de condutividade hidráulica das amostras correspondente ao ramo úmido foi a mais pronunciada, exibindo fluxo oito vezes maior na direção vertical que na horizontal. Finalmente, as discussões e análises presentadas nesta pesquisa mostraram que o grau de anisotropia depende diretamente do teor de umidade de compactação e que diminui com incremento das tensões aplicadas no solo.Compacted embankments can have anisotropic behavior, depending on several factors, including the compaction water content. The aim of this study was to investigate some aspects regarding the inherent anisotropy of a lateritic soil, caused by the compaction process. After performing the geotechnical, mineralogical and microstructural characterization, properties of shear strength, hydraulic conductivity, compressibility and deformability were investigated. This soil this soil was classified as lateritic sand. The grainsize distribution curve indicates 12% the fine particle aggregation. The methodology developed in order to correct the increase in dry density of the lower layers, generated by the compression process, was effective. From the compaction curve, representative samples corresponding to the three compaction water content conditions, representing the dry side, the optimal water content and the wet side were considered. Specimens were trimmed parallel and orthogonally to the compaction layers. The porosimetry tests showed a bimodal behavior in the pore size distribution and also that the compaction water content did not influence the size of the micropores. For the compacted soil sample corresponding to the dry side and optimum water content, the shear strength corresponding to the orthogonal direction was higher than that corresponding to the parallel direction to the compaction layers. However, they were almost equal for both the orthogonal and the parallel directions to the compaction layers. This behavior is due to the higher capacity of the soil at a given moisture content, to absorb the energy applied and distribute it in parallel and orthogonal direction. The analysis the values of maximum shear modulus of the material showed that increasing compaction water content reduces the anisotropy degree. Among the investigated properties, the hydraulic conductivity anisotropy of the samples corresponding to the wet branch was the most pronounced, showing permeability eight times higher in the vertical direction than that in the horizontal direction. Finally, the discussions and analyzes presented in this study showed that the degree of anisotropy directly depends on the compaction water content and decreases with increase confining stress applied to the soil specimens.
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Fernandes, Jeferson Brito [UNESP]. "Resistência e deformabilidade de um solo não saturado a partir de ensaios triaxiais." Universidade Estadual Paulista (UNESP), 2016. http://hdl.handle.net/11449/143473.
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Coordenação de Aperfeiçoamento de Pessoal de Nível Superior (CAPES)
O principal objetivo deste trabalho é estudar o comportamento geomecânico de um solo tropical não saturado, a fim de avaliar o efeito da sucção nos resultados de ensaios de resistência e de deformabilidade. As amostras são classificadas como areia fina pouco argilosa, de composição granulométrica semelhante nas três profundidades estudadas (1,5, 3,0 e 5,0 m). Além desses solos apresentarem praticamente nenhuma plasticidade, as curvas de retenção da água mostraram que eles têm valores de entrada de ar próximo a 2 kPa e zonas de dessaturação verticalizadas. As envoltórias de resistência determinadas a partir de ensaios triaxiais saturados e não saturados mostraram que o acréscimo no ângulo de atrito e na coesão é devido principalmente à sucção e às características físicas do solo de cada profundidade. Verificou-se que a previsão da resistência não saturada pode ser feita empregando uma função hiperbólica em conjunto com uma função da porosidade quando a razão entre os ângulos de atrito ϕb/ϕ’ no estado saturado é menor que a unidade. Estudou-se também a variação do módulo de cisalhamento máximo (G0) para diferentes condições de sucção, confinamento e de carregamento. A determinação de G0 desses solos foi feita por meio de ensaios triaxiais equipados com transdutores de flexão, chamados de bender elements. Esses resultados mostraram que a variação de G0 em função do estado de tensões e de deformações pode ser adequadamente representada por modelos matemáticos que levam em consideração, além do estado de tensões, o efeito das variações na sucção e na porosidade. Por meio dos dados experimentais obtidos, verificou-se ainda que a compressibilidade desses solos pode ser inserida como variável independente no modelo que considera o efeito da porosidade nas variações de G0.
The objective of this work is to study the geomechanical behavior of a tropical unsaturated soil in order to evaluate the influence of the soil suction on shear strength and deformability test data. The soil samples are classified as clayed fine sand with similar grain size constitution in the three studied depths (1.5, 3.0 and 5.0 m). Besides these soils have almost no plasticity, the water retention curves indicated that these soils present air entry value near to 2 kPa and a vertical desaturation zone. Shear strength envelopes determined via saturated and unsaturated triaxial tests showed that the increase in friction angle and cohesion is mainly due to the suction and to the soil physical characteristics at each depth. When the saturated friction angle ratio (ϕb/ϕ’) is less than one, the unsaturated shear strength prediction can be made using a hyperbolic function together with a function of porosity. The variation of the maximum shear modulus (G0) at different conditions of suction, liquid confining pressure and loading are also studied. The G0 values were determined for these soils in triaxial tests equipped with bender elements. These results indicated that the variation of G0 as a function of the stress and strain state can be properly represented by mathematical models, which take into account the effect of the suction and porosity variation besides the stress state. It was also found by means of the experimental data that the compressibility of these soils can be plugged as an independent variable in a model which considers the influence of soil porosity in the G0 variations.
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Wehlack, Veronika [Verfasser], Klaus [Akademischer Betreuer] Bengler, Angelika [Gutachter] Bullinger-Hoffmann, and Klaus [Gutachter] Bengler. "Automated Driving: Development of a Drowsiness Management Concept and Evaluation of Related Key Elements / Veronika Wehlack ; Gutachter: Angelika Bullinger-Hoffmann, Klaus Bengler ; Betreuer: Klaus Bengler." München : Universitätsbibliothek der TU München, 2020. http://d-nb.info/1206337621/34.
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Bendel, Verena [Verfasser], Andreas [Akademischer Betreuer] Pack, and Bent T. [Akademischer Betreuer] Hansen. "Volatilitätskontrollierte Fraktionierung refraktär-lithophiler Elemente in Meteoriten und der Erde / Verena Bendel. Gutachter: Andreas Pack ; Bent T. Hansen. Betreuer: Andreas Pack." Göttingen : Niedersächsische Staats- und Universitätsbibliothek Göttingen, 2014. http://d-nb.info/1055814582/34.
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Spencer, Laura Marie. "Evaluation of sand treated with colloidal silica gel." Diss., Georgia Institute of Technology, 2010. http://hdl.handle.net/1853/37131.
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Liquefiable soils are common at ports due to the use of hydraulic fills for construction of waterfront facilities. Liquefaction-induced ground failure can result in permanent ground deformations that can cause loss of foundation support and structural damage. This can lead to substantial repair and/or replacement costs and business interruption losses that can have an adverse effect on the port and the surrounding community. Although numerous soil improvement methods exist for remediating a liquefaction-prone site, many of these methods are poorly suited for developed sites because they could damage existing infrastructure and disrupt port operations. An alternative is to use a passive remediation technique. Treating liquefiable soils with colloidal silica gel via permeation grouting has been shown to resist cyclic deformations and is a candidate to be used as a soil stabilizer in passive mitigation.
The small-strain dynamic properties are essential to determine the response to seismic loading. The small-to-intermediate strain shear modulus and damping ratio of loose sand treated with colloidal silica gel was investigated and the influence of colloidal silica concentration was determined. The effect of introducing colloidal silica gel into the pore space in the initial phase of treatment results in a 10% to 12% increase in the small-strain shear modulus, depending on colloidal silica concentration. The modulus reduction curve indicates that treatment does not affect the linear threshold shear strain, however the treated samples reduce at a greater rate than the untreated samples in the intermediate-strain range above 0.01% cyclic shear strain. It was observed that the treated sand has slightly higher damping ratio in the small-strain range; however, at cyclic shear strains around 0.003% the trend reverses and the untreated sand begins to have higher damping ratio.
Due to the nature of the colloidal silica gelation process, chemical bonds continue to form with time, thus the effect of aging on the dynamic properties is important. A parametric study was performed to investigate the influence of gel time on the increase in small-strain shear modulus. The effect of aging increases the small-strain shear modulus after gelling by 200 to 300% for the 40-minute-gel time samples with a distance from gelation (time after gelation normalized by gel time) of 1000 to 2000; 700% for the 2-hour-gel time sample with a distance from gelation of 1000; and 200 to 400% for the 20-hour-gel time samples with a distance from gelation of 40 to 100.
The treatment of all potentially liquefiable soil at port facilities with colloidal silica would be cost prohibitive. Identifying treatment zones that would reduce the lateral pressure and resulting pile bending moments and displacements caused by liquefaction-induced lateral spreading to prevent foundation damage is an economic alternative. Colloidal silica gel treatment zones of varying size and location were evaluated by subjecting a 3-by-3 pile group in gently sloping liquefiable ground to 1-g shaking table tests. The results are compared to an untreated sample. The use of a colloidal silica treatment zone upslope of the pile group results in reduced maximum bending moments and pile displacements in the downslope row of piles when compared to an untreated sample; the presence of the treatment zone had minimal effect on the other rows of piles within the group.
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Bedin, Jucélia. "Estudo do comportamento geomecânico de resíduos de mineração." reponame:Biblioteca Digital de Teses e Dissertações da UFRGS, 2010. http://hdl.handle.net/10183/26869.
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A extração e processamento de minério resultam na geração de elevadas quantidades de resíduos, cuja disposição gera impacto e risco ambiental. O lançamento direto em reservatórios contidos por diques consiste na forma mais comum de disposição dos resíduos de mineração em superfície. Estes diques podem ser construídos por alteamentos sucessivos a montante (upstream), prática desaconselhada em alguns países. Apesar de se tratar de um processo de baixo custo, o tipo de aterro a montante é uma operação de risco, pois a montante as barragens são sensíveis à liquefação e também porque a estabilidade das barragens pode ser ameaçada pelo excesso de poro pressão gerado dentro do depósito durante a construção. Para atender às exigências de projetos de áreas de disposição de resíduos é, portanto, fundamental entender o comportamento destes materiais. Resíduos exibem considerável variabilidade em suas características físicas, químicas e mineralógicas, que conferem um comportamento distinto dos geomateriais usualmente encontrados em depósitos naturais. Entre os diferentes resíduos destacam-se ouro e bauxita cuja prática de exploração no Brasil é revestida de considerável interesse econômico e ambiental. Nesta tese estes materiais são analisados a partir de uma extensa campanha de investigação geotécnica baseada em um programa de ensaios de laboratório destinados à caracterização destes resíduos e à definição de parâmetros constitutivos. Para fins comparativos são realizados ensaios com um material siltoso, porém inerte. A condutividade hidraúlica e compressibilidade dos resíduos foram obtidas através de ensaios oedométricos executados com estágios de carga e gradientes hidráulicos constantes. Ensaios triaxiais foram realizados com altos níveis de tensões de confinamento e distintas trajetórias de tensões, para a definição da linha do estado crítico e a identificação do comportamento destes materiais através de ensaios com Bender Elements. A análise dos resultados obtidos permitiu comparações entre a linha de consolidação oedométrica (LCO), a linha de consolidação isotrópica (LCI) e a linha do estado crítico (LEC) que definiram a resposta de liquefação estática do material. No espaço e - log (p´) o aparecimento de um comportamento instável alterou significativamente a inclinação da LEC com relação a LCI e a LCO. A mesma mudança de inclinação é observada tanto no parâmetro de estado como no módulo cisalhante do solo quando plotados contra a tensão efetiva média. Com base nessas evidências, é defendido que o LEC de resíduos de mineração é altamente não-linear, e servem como indicativo de três respostas distintas do solo: uma resposta estável quando LCO, LCI e a LEC exibem paralelismo, um comportamento meta-estável em baixas tensões de confinamento levando à liquefação e quebra de grãos para altas tensões de confinamento da amostra. O avanço nas pesquisas relativas à disposição de resíduos provenientes de indústrias de mineração com o conhecimento dos fenômenos que se processa, poderá evitar a ocorrência de ruptura de barragens, que teria como conseqüência desastres ambientais de grande impacto.Production and deposition of mining tailings is a problem confronting geotechnical engineers given the dimension of tailings deposits and environmental risks. The direct launching of tailings in reservoirs contained by dikes consists in a common type of waste disposal. These dikes can be constructed by successive upstream embankments, a relatively simple and economical process adopted in some countries. Although it is a low cost process, the upstream embankment is an operation of great risk, especially because tailings are susceptible to liquefaction and also because the stability of the dams can be threatened by excess of pore pressures generated inside the deposit during construction. To meet design requirements of disposal of residues it is therefore essential to understand the behavior of these materials. Tailings show a considerable variability in their physical, chemical and mineral characteristics that confer a distinct behavior to the geo-materials usually found in natural deposits. The present work gives emphasis to gold and bauxite tailings that encompass substantial economic and environmental interest in Brazil. In the thesis, an extensive laboratory geotechnical investigation program is carried out in an attempt to characterize these residues and to establish design constituent parameters. For comparative purposes an inert silty material is also tested. Compressibility and hydraulic conductivity were measured in oedometer tests performed at constant load and constant hydraulic gradient tests. Triaxial tests were carried out at high stress levels and different stress paths in order to establish the position and shape of the critical state line. In addition measured with Bender Elements are evaluated. The results between the oedometer consolidation (OCL), isotropic consolidation (ICL) and critical sate (CSL) lines allowed the static liquefaction response to be directly assessed. In a e-log (p’) space, the onset of a meta-stable behaviour significantly changes the slope of the CSL relative to both ICL and OCL. The same change in slope is observed on both the state parameter and the small strain shear modulus measured by bender elements when plotted against mean stress. Based on these evidences it is advocated that the CSL of the tailing is highly non-linear in nature, which lead to three distinct soil responses: a stable response when OCL, ICL and CSL exhibit similar slopes, a meta-stable beahaviour at lower stress leading to liquefaction and a crushable response for higher mean stresses. Advanced research on tailings from mining industries with due recognition of the phenomena of liquefaction may prevent dam failure, and consequently may prevent major environmental disasters.
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Aris, Mohamed. "Investigations expérimentales des effets de la microstructure sur le comportement des milieux granulaires et sur l'instabilité de liquéfaction." Thesis, Aix-Marseille, 2012. http://www.theses.fr/2012AIXM4018.
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Le travail présenté dans ce mémoire a pour objectif d'aboutir à une meilleure caractérisation expérimentale du comportement non drainé du sable d'Hostun à l'échelle locale, en relation avec les différentes méthodes de reconstitution utilisées. On vise en particulier à mettre en évidence la façon dont la microstructure influence les propriétés des sols granulaires, notamment vis-à-vis de l'instabilité de liquéfaction. Le point clé de ce travail consiste en l'utilisation de capteurs piézoélectriques pour mesurer les vitesses d'onde de cisaillement au sein d'éprouvettes triaxiales reconstituées par trois techniques différentes à savoir le damage humide, la pluviation à sec et la pluviation sous eau. Les résultats obtenus mettent en évidence l'influence considérable du mode de fabrication sur le comportement mécanique du sable. Ils montrent que pour une même densité initiale, et à même pression de confinement, le comportement mécanique observé est très différent selon les trois modes de préparation. Les valeurs de vitesses d'onde de cisaillement enregistrées sont différentes d'un mode de déposition à un autre. Concernant l'anisotropie, le matériau préparé par damage humide présente un certain degré d'anisotropie inhérente, qui est toutefois minimal. En revanche, la pluviation à sec et la pluviation sous eau induisent des structures initiales plus isotropesThis work aims to achieve a better experimental characterization of the undrained behavior of the Hostun HN31 sand at the local scale, depending on the different procedures used for sample reconstitution. We particularly highlight the influence of the microstructure on the mechanical behavior of sand especially in relation to liquefaction instability. The key point of this work consists of the use of piezoelectric transducers to measure shear wave velocities within triaxial sand specimens. These specimens have been prepared by different methods, namely: moist tamping, dry pluviation and water pluviation. The obtained results highlight the considerable influence of the deposition mode on the mechanical behavior of sand. They show that for the same initial density, and at the same confining pressure, the mechanical behavior is very different from the three preparation methods. Furthermore, the values of shear wave velocity are different from one deposition mode to another. Concerning the anisotropy, the material prepared by moist tamping presents an inherent degree of anisotropy, which it is however minimal. On the other hand, dry pluviation and water pluviation induce more isotropic initial structures. Moreover, the initial anisotropy is less important than the anisotropy induced by loading. These experimental results indicate that the initial state of a granular medium can not be described by only couple of scalar variables of initial density and confining pressure: a variable that can reflect the initial microstructure and an evolution law of this variable are necessary to model the experimental observations
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Floss, Márcio Felipe. "Parâmetros de controle da resistência e rigidez de solos granulares artificialmente cimentados." reponame:Biblioteca Digital de Teses e Dissertações da UFRGS, 2012. http://hdl.handle.net/10183/75906.
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A técnica de solo cimento se apresenta como uma ferramenta eficaz no melhoramento de distintos solos, adequando-os às necessidades da engenharia geotécnica. Tal tratamento do solo se aplica, por exemplo, na construção de bases para plataformas rodo-ferroviárias, camada de suporte para fundações superficiais, na prevenção da liquefação de solos granulares em condições fofas, no encapsulamento de solos contaminados e como barreiras de contenção de contaminação. Dessa forma, o presente estudo visa quantificar a influência da quantidade do cimento e da porosidade em relação ao comportamento mecânico das misturas de solos granulares com cimento. Assim, ensaios de resistência à compressão simples, resistência à compressão diametral, ensaios com bender elements e ensaios triaxiais foram realizados com o objetivo de obter uma metodologia de dosagem de solos granulares com adição de cimento. Para tal, foram utilizados um solo artificial areno-pedregulhoso, um solo arenoso grosso de origem granítica, um solo arenoso fino de origem basáltica, um solo arenoso fino de origem granítica e por último, uma areia fina uniforme, estes últimos três materiais com granulometria semelhante, mas com mineralogia e formato de grãos distintos. Em todos os ensaios foram utilizados cimento Portland CP–V (alta resistência inicial), como agente cimentante e água destilada. Corpos de prova cilíndricos foram moldados com distintos teores de cimento e porosidade. Os ensaios de resistência foram realizados após 7 dias de cura em ambiente com temperatura e umidade controlada. E os ensaios com bender elements foram realizados ao longo do tempo de cura, até 7 dias. Por último foi realizada a análise e comparação de todos os dados obtidos juntamente com outros materiais já estudados, no intuito de aprimorar o entendimento da técnica e da metodologia de dosagem de solo cimento.The soil cement technique itself is an effective tool in the improvement of different soils, adapting them to the needs of geotechnical engineering. Such treatment of the soils might be used in the construction of road subgrades, railway platform subgrades, support layers for shallow foundations, in the encapsulation of contaminated soils in liquefaction prevention of loose granular soils and in barriers for containment of contamination. Thus, this study aimed at measuring the influence of the amount of cement and porosity on the mechanical behavior of granular soils – cement mixtures. Thus, unconfined compression, Brazilian tensile, bender elements and triaxial tests were carried out in order to obtain a dosage methodology for granular soils treated with cement. To this end, an artificial sand-gravel soil, a fine sand soil of basaltic origin, a fine sand soil of granitic origin and lastly, a coarse sandy soil, also of granitic origin were used. Early strength Portland cement was used as cementing agent, as well as distilled water. Cylindrical specimens were cast with different levels of cement and porosity. Strength tests were performed after 7 days curing in an environment with controlled temperature and humidity. Assays were performed using bender elements throughout the curing time, up to 7 days. Finally, a full analysis was performed using data obtained in present work, together with results of other granular soils treated with cement obtained through a literature review, in order to improve understanding of soil cement technique and enhance a dosage methodology of soil cement.
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Hoch, Bruna Zakharia. "Misturas de chalk com cimento : estudo da rigidez, resistência e durabilidade." reponame:Biblioteca Digital de Teses e Dissertações da UFRGS, 2017. http://hdl.handle.net/10183/169813.
Full textAbstract:
O chalk é uma rocha calcária formada de calcita, com até 95% de teor de carbonato de cálcio. Pode ser encontrado no oeste europeu e cobre aproximadamente 15% da área do Reino Unido. Muitas construções e obras de infraestrutura são realizadas sobre o chalk, e situações imprevisíveis ainda acontecem pela falta de conhecimento do seu comportamento geotécnico. Sem ser perturbado, o chalk é uma rocha fraca que permanece estável. Entretanto, quando esmagado, ele rompe facilmente. Estes desafios, somados à abundância deste material no Reino Unido, fez com que ele passasse a ser estudado nos últimos anos para um melhor entendimento de suas características e comportamento. Uma das formas de melhoramento do comportamento do chalk é com adição de cimento Portland ao material, desenvolvida nesta pesquisa. O chalk utilizado nos testes é da região de St. Nicholas, Kent, no Reino Unido, classificado, de acordo com a CIRIA, como A/B, com baixa a média densidade. O material foi moído em laboratório até a obtenção de um silte arenoso, com D50 de 0,035 mm. O material foi misturado com cimento Portland de alta resistência inicial, nas porcentagens 3, 5 e 7% em relação à massa de solo seco. Os resultados dos testes de compressão simples e de tração por compressão diametral e de rigidez inicial (G0) mostraram um ganho de resistência com o aumento do teor de cimento e dos pesos específicos aparentes secos nas amostras estudadas. Os dados de resistência foram analisados em função da porosidade pelo teor volumétrico de cimento (/Civ), mostrando a influência do nível de cimentação e do nível de compactação na resistência da mistura. O expoente de ajuste de 0,28 no volume de agente cimentante gerou melhores coeficientes de determinação nos resultados. Houve uma relação praticamente linear entre a rigidez inicial e a resistência à compressão simples. As curvas de rigidez ao longo do tempo mostraram uma tendência logarítmica da evolução de G0 com o tempo, para todas as amostras. Nos ensaios de durabilidade, quanto maior o peso específico e teor de cimento da amostra, menor a perda de massa. A rigidez permaneceu praticamente constante durante os 12 ciclos.Chalk is a limestone formed by calcite, with up to 95% of calcium carbonate content. It can be found in Western Europe and it covers about 15% of the area of the United Kingdom. Many constructions and infrastructure works are carried out on chalk, and unpredictable situations still happen due to the lack of knowledge of its geotechnical behavior. Undisturbed, chalk is a weak rock that remains stable. However, when crushed, it breaks easily. These challenges, coupled with the abundance of this material in the UK, have led chalk to be studied in recent years for a better understanding of its characteristics and behavior. One of the ways of improving the chalk behavior is with the addition of Portland cement to the material, which is developed in this research. The chalk used in the testing was collected in St. Nicholas, Kent, UK, and characterised as CIRIA Grade A/B, low to medium density. The material was crushed in the laboratory until it became sandy silt, with D50 of 0.035 mm. The material was mixed with high initial strength Portland cement, at 3, 5 and 7% in relation to the dry soil mass The results of unconfined compression, traction by diametral compression and initial stiffness (G0) tests showed a gain of strength with the increase of cement content and specific dry unit weights in the studied samples. The strength data was analyzed as a function of the porosity by the volumetric content of cement (/Civ), showing the influence of the level of cementation and compaction in the strength of the mixture. The adjustment exponent of 0.28 in the cementing agent volume generated better determination coefficients in the results. There was an almost linear relationship between initial stiffness and unconfined compression strength. The stiffness versus time curves showed a logarithmic trend for the evolution of G0 with time in all samples. In the durability tests, the higher the dry unit weight and cement content of the sample, the lower the mass loss. The stiffness remained practically constant during the 12 cycles.
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Bansod, Yogesh Deepak. "Computational Simulation of Mechanical Tests of Isolated Animal Cells." Doctoral thesis, Vysoké učení technické v Brně. Fakulta strojního inženýrství, 2016. http://www.nusl.cz/ntk/nusl-263397.
Full textAbstract:
Buňka tvoří složitý biologický systém vystavený mnoha mimobuněčným mechanickým podnětům. Hlubší pochopení jejího mechanického chování je důležité pro charakterizaci její odezvy v podmínkách zdraví i nemoci. Výpočtové modelování může rozšířit pochopení mechaniky buňky, která může přispívat k vytvoření vztahů mezi strukturou a funkcí různých typů buněk v různých stavech. Za tímto účelem byly pomocí metody konečných prvků (MKP) vytvořeny dva bendotensegritní modely buňky v různých stavech: model vznášející se buňky pro analýzu její globální mechanické odezvy, jako je protažení nebo stlačení, a model buňky přilnuté k podložce, který vysvětluje odezvu buňky na lokální mechanické zatížení, jako třeba vtlačování hrotu při mikroskopii atomárních sil (AFM). Oba zachovávají základní principy tensegritních struktur jako je jejich předpětí a vzájemné ovlivnění mezi komponentami, ale prvky se mohou nezávisle pohybovat. Zahrnutí nedávno navržené bendotensegritní koncepce umožňuje těmto modelům brát v úvahu jak tahové, tak i ohybové namáhání mikrotubulů (MTs) a také zahrnout vlnitost intermediálních filament (IFs). Modely předpokládají, že jednotlivé složky cytoskeletu mohou měnit svůj tvar a uspořádání, aniž by při jejich odstranění došlo ke kolapsu celé buněčné struktury, a tak umožňují hodnotit mechanický příspěvek jednotlivých složek cytoskeletu k mechanice buňky. Model vznášející se buňky napodobuje realisticky odezvu síla-deformace během protahování a stlačování buňky a obě odezvy ilustrují nelineární nárůst tuhosti s růstem mechanického zatížení. Výsledky simulací ukazují, že aktinová filamenta i mikrotubuly hrají klíčovou úlohu při určování tahové odezvy buňky, zatímco k její tlakové odezvě přispívají podstatně jen aktinová filamenta. Model buňky přilnuté k podložce dává odezvu síla-hloubka vtlačení ve dvou různých místech odpovídající nelineární odezvě zjištěné experimentálně při AFM. Výsledky simulací ukazují, že pro chování buňky je rozhodující místo vtlačení a její tuhost určují aktinová povrchová vrstva, mikrotubuly a cytoplazma. Navržené modely umožňují cenný vhled do vzájemných souvislostí mechanických vlastností buněk, do mechanické úlohy komponent cytoskeletu jak individuálně, tak i ve vzájemné synergii a do deformace jádra buňky za různých podmínek mechanického zatížení. Tudíž tato práce přispívá k lepšímu pochopení mechaniky cytoskeletu zodpovědné za chování buňky, což naopak může napomáhat ve zkoumání různých patologických podmínek jako je rakovina a cévní choroby.
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Lin, Bao-Yan, and 林保延. "Estimation of the Dynamic Properties of Sands by Bender Element Tests." Thesis, 2005. http://ndltd.ncl.edu.tw/handle/64988652901855787926.
Full textAbstract:
碩士國立臺灣科技大學
營建工程系
93
This research performed bender element tests with different frequencies of waves on Yaun-Lin sand and Hsin-Dian sand to study the effects of frequencies on the arriving time of shear wave; and the suitable range of frequencies was determined first. Then, bender element tests with suitable frequencies were carried out together with cyclic triaxial tests on Yaun-Lin sand to establish the relationship between shear wave velocity and liquefaction resistance. Test results showed that the arriving time of shear wave would be obviously underestimated and the signal received is very weak and hard to distinguish when the input frequency is below 5 kHz. When the input frequency is above 20 kHz, there would be larger errors in determination of the arriving time by different methods of analyses. There exists a quite good relationship between shear wave velocity and liquefaction resistance. Compared with the curves suggested by Andrus and Stokoe (1996), the liquefaction resistances estimated by bender element tests of this research are slightly higher than their results at the same shear wave velocities.
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Rio, J. "Advances in laboratory geophysics using bender elements." Doctoral thesis, 2006. https://repositorio-aberto.up.pt/handle/10216/16198.
Full textAbstract:
Bender element transducers are used to determine the small-strain shear stiffness,G0, of soil, by determining the velocity of propagation of mechanical waves through tested samples. They are normally used in the laboratory, on their own or incorporated in geotechnical equipment such as triaxial cells or oedometers.Different excitation signals and interpretation methods are presently applied, each producing different results. The initial assumptions of unbounded wave propagation, generally used in bender element testing and inherited from seismic cross-hole testing, are quite crude and do not account for specific boundary conditions, which might explain the lack of reliability of the results.The main objective of this study is to establish the influence of the sample and transducer geometry in the behavior of a typical bender element test system. Laboratory and numerical tests, supported by a theoretical analytical study, are conducted and the results presented in order to achieve this goal.An independent monitoring of the dynamic behavior of the bender elements and samples is also carried out. Using a laser velocimeter, capable of recording the motion of the subjects without interference, their dynamic responses can be obtained and their mechanical properties verified.A parametric study dealing with sample geometry is presented, where 24 samples with different geometries are tested. Synthetic rubber is used as a substitute for soft clay, due to the great number of samples involved and the necessity of guarantee the constancy of their properties.The numerical analysis makes use of three-dimensional finite difference models with different geometries. A regressive analysis is possible since the elastic properties of the system are pre-determined and used to evaluate the results. A numerical analysis also has the benefit of providing the response not only at a single receiving point but at any node in the model.
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Rio, J. "Advances in laboratory geophysics using bender elements." Tese, 2006. https://repositorio-aberto.up.pt/handle/10216/16198.
Full textAbstract:
Bender element transducers are used to determine the small-strain shear stiffness,G0, of soil, by determining the velocity of propagation of mechanical waves through tested samples. They are normally used in the laboratory, on their own or incorporated in geotechnical equipment such as triaxial cells or oedometers.Different excitation signals and interpretation methods are presently applied, each producing different results. The initial assumptions of unbounded wave propagation, generally used in bender element testing and inherited from seismic cross-hole testing, are quite crude and do not account for specific boundary conditions, which might explain the lack of reliability of the results.The main objective of this study is to establish the influence of the sample and transducer geometry in the behavior of a typical bender element test system. Laboratory and numerical tests, supported by a theoretical analytical study, are conducted and the results presented in order to achieve this goal.An independent monitoring of the dynamic behavior of the bender elements and samples is also carried out. Using a laser velocimeter, capable of recording the motion of the subjects without interference, their dynamic responses can be obtained and their mechanical properties verified.A parametric study dealing with sample geometry is presented, where 24 samples with different geometries are tested. Synthetic rubber is used as a substitute for soft clay, due to the great number of samples involved and the necessity of guarantee the constancy of their properties.The numerical analysis makes use of three-dimensional finite difference models with different geometries. A regressive analysis is possible since the elastic properties of the system are pre-determined and used to evaluate the results. A numerical analysis also has the benefit of providing the response not only at a single receiving point but at any node in the model.
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Krupička, Martin. "Stanovení anizotropie tuhosti brněnského téglu pomocí bender elementů." Master's thesis, 2020. http://www.nusl.cz/ntk/nusl-434787.
Full textAbstract:
This Thesis deals with the determination of shear moduli of Brno Neogene clay ("tegel") in various directions and the determination of its stiffness anisotropy. The basic measure of stiffness anisotropy in this thesis is considered to be the degree of anisotropy αG given by the ratio of shear moduli in the horizontal (Ghh) and vertical direction (Gvh). Measurements of shear wave velocity were performed on undisturbed vertically and horizontally oriented samples of the Brno tegel in triaxial cell using piezoceramic sensors, so-called bender elements. As an advanced method for determining the degree of anisotropy of the material, another pair of bender elements was used in the measurements, mounted horizontally on the side walls of the sample in the triaxial cell. Based on these measurements, the values of shear moduli Ghh and Gvh for different stress levels were determined. The ratio of shear moduli then determined the degree of anisotropy αG ≈ 1,43 for the given stresses, as the most reliable value based on performed experiments. Literature review part of the thesis briefly summarizes the existing findings from research of physical and mechanical properties of the Brno tegel.
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Santos, Paulino André Dias. "Caracterização da rigidez inicial de areias utilizando Bender Elements." Master's thesis, 2015. http://hdl.handle.net/10316/38646.
Full textAbstract:
Dissertação de Mestrado Integrado em Engenharia Civil apresentada à Faculdade de Ciências e Tecnologia da Universidade de Coimbra.A caracterização adequada da rigidez de um solo é um aspeto fundamental na modelação do comportamento de qualquer obra geotécnica. Estudos efetuados comprovam que a rigidez é neste tipo de materiais altamente não linear e que só para extensões inferiores a aproximadamente 0.001% se pode assumir um comportamento elástico. Para tão baixas deformações é usual considerar que o solo apresenta uma rigidez constante denominada usualmente por módulo de distorção máximo, Gmax. No entanto para extensões superiores a rigidez tende a decair rapidamente, observando-se uma redução de cerca de 90% do seu valor para extensões da ordem de 1%. Uma das dificuldades na caracterização da curva de degradação da rigidez prende-se com a determinação de Gmax, visto que este parâmetro apenas pode ser obtido realizando ensaios que induzam na amostra níveis de deformação muito pequenos. Uma das possibilidades mais frequentemente utilizadas consiste na realização de ensaios laboratoriais usando bender elements. Este tipo de ensaios permite estimar a velocidade de propagação das ondas de corte, VS, num solo, a qual se encontra diretamente relacionada com o Gmax, desde que se assuma que, para estes níveis de deformação, o solo se pode considerar como estando em regime elástico. O trabalho realizado nesta dissertação tem como principal objetivo a determinação do valor de Gmax de dois tipos de solos arenosos da região de Coimbra, recorrendo a ensaios laboratoriais de bender elements. A avaliação do Gmax tem igualmente como propósito complementar a caracterização destes solos arenosos, que tem já vindo a ser realizada no Laboratório de Geotecnia da Universidade de Coimbra. Para uma maior facilidade de interpretação dos resultados foram utilizadas amostras reconstituídas através um método de pluviação desenvolvido localmente. O trabalho contempla a realização de ensaios em amostras com diferentes densidades relativas a fim de avaliar a influência deste parâmetro na rigidez inicial dos solos. Um outro aspeto analisado é o efeito do confinamento lateral e o seu impacto no valor de Gmax. Para tal, ao longo de cada ensaio a tensão de confinamento das amostras foi progressivamente aumentada até patamares pré-estabelecidos. Pretendeu-se ainda analisar a influência de carregamentos cíclicos no valor da rigidez, pelo que foram executados vários ciclos de carga e descarga em cada ensaio. Por último efetuou-se uma comparação detalhada dos resultados obtidos entre as duas areias de Coimbra ensaiadas bem como com outros valores de referência publicados na bibliografia para solos com características similares.
An adequate characterization of the soil stiffness is a fundamental aspect when modelling the behaviour of any geotechnical work. Studies show that the stiffness in this type of materials is highly nonlinear and that only for small strains, lower than about 0.001%, it is possible to assume an elastic behaviour. For such small strains it is assumed that the soil has a constant stiffness usually known as maximum shear modulus, Gmax. However, for higher strains, stiffness tends to decrease sharply, and a decrease of about 90% of its value can be reached for strains around 1%. One of the major difficulties when characterizing the stiffness degradation curve is related with the determination of Gmax, as it can only be obtained by performing tests that induce very small strain levels in the sample. One of most frequently used possibilities in laboratory testing is using bender elements. This type of tests allows the determination of the propagation velocity of the shear waves VS, in the soil, which is directly related to Gmax, if it is assumed that the soil remains within the elastic threshold. The work performed in this thesis primarily aims to evaluate the value of Gmax for two types of sandy soils of the Coimbra region, by performing bender elements tests. The determination of Gmax, is part of the characterization program established for these sandy soils that is currently being carried out at the Geotechnical Laboratory of the University of Coimbra. For a simpler interpretation of the results, reconstituted samples through a pluviation method developed locally were tested. The work also includes a set of tests with different densities in order to evaluate the influence of this parameter in the initial stiffness of the soil. Another aspect that will also be analysed further is the effect of lateral confinement on the value of Gmax. In order to achieve that, the confinement pressure in each test was progressively increased to predefined levels. The influence of cyclic loading on stiffness value was also analysed. Thus, different cycles of loading and unloading in each test were carried out in each test. Finally, a comparison of the results obtained for the two Coimbra sands is presented. Those results are also compared with reference values published in the literature for soils with similar characteristics.
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Mohammad, Roshnara. "Dynamic properties of compacted soils using resonant column with self-contained bender elements." 2008. http://hdl.handle.net/10106/1001.
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Jarvis, Kevin Donald Gibson. "The application of piezoceramic bender elements to the laboratory measurement of elastic wave velocities." Thesis, 1994. http://hdl.handle.net/2429/3452.
Full textAbstract:
The objective of this thesis is to evaluate bender elements as a source and receiver of
elastic waves in cohesionless sand. The techniques used to build the benders that are detailed
include the use of an impedance analyzer to monitor changes in the electrical and mechanical
response. Placing the benders in a bucket of sand demonstrated the short compact nature of
the bender waveform in both a shear and compressional wave orientation. An experiment in a
non-homogeneous sandbox showed the change in shear waveform with separation of the
elements. A Plexiglas cylinder with benders was used to measure changes in shear and
compressional wave velocity as a function of confining pressure and the saturation with
water and silicon oil. The effects of friction along the walls of the cylinder resulted in an
unknown and irreproducible confining stress on the sand between the benders. An
experiment to study the effect of silicon oil viscosity on shear modulus was inconclusive as a
result of the unknown stress condition. The bender elements proved to be an excellent source
and receiver of elastic waves in cohesionless sand.
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Silva, Ana Rita Dias de Sousa e. "Numerical modelling of the dynamic behaviour of a soil in true triaxial tests with bender elements." Master's thesis, 2014. https://repositorio-aberto.up.pt/handle/10216/73440.
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Silva, Ana Rita Dias de Sousa e. "Numerical modelling of the dynamic behaviour of a soil in true triaxial tests with bender elements." Dissertação, 2014. https://repositorio-aberto.up.pt/handle/10216/73440.
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Wang, Chung-Ju, and 王崇儒. "Using bender elements to evaluate the shear wave velocity in dynamic centrifuge modeling test and its applocation." Thesis, 2010. http://ndltd.ncl.edu.tw/handle/10630303167185199692.
Full textAbstract:
碩士國立中央大學
土木工程研究所
98
In this research, a bender elements system and the related software have been developed for evaluating the in-flight shear wave velocity in dynamic centrifuge tests. The in-flight shear wave velocity and the calculated maximum shear modulus profiles of the models were obtained. Before and after seismic events shear wave velocity profile can also be determined, and the profile is used to evaluate the change of dynamic soil property and the liquefaction potential of soil bed based soil resistance criteria in terms of shear wave velocity. During earthquakes the shear modulus would change with time. The developed bender element system is capable of measuring the evolution of shear wave velocity on the model during shaking as well. The test result shows that the shear wave velocities decrease with the increase of excess pore water pressure during shaking, while the shear wave velocities gradually increase as the excess pore water pressure dissipates after stop of shaking.
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Silva, Joana Marques Saraiva de Almeida e. "Estudo de liquefacção estática e cíclica de um silte com recurso a ensaios triaxiais com Bender Elements." Master's thesis, 2010. http://hdl.handle.net/10216/60230.
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Silva, Joana Marques Saraiva de Almeida e. "Estudo de liquefacção estática e cíclica de um silte com recurso a ensaios triaxiais com Bender Elements." Dissertação, 2010. http://hdl.handle.net/10216/60230.
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Chen, Fu-fang, and 陳賦舫. "Use of bender elements to investigate the evolution of shear wave velocity during undrained shearing in triaxial tests." Thesis, 2011. http://ndltd.ncl.edu.tw/handle/05858860839108514076.
Full textAbstract:
碩士國立中央大學
土木工程研究所
99
The cyclic shear stress induced by earthquakes would increase the excess pore water pressure and decrease the soil strength in a saturated sand deposit. For investigating the mechanism of sand during shearing, a pair of bender elements was mounted in both the cap and pedestal of the triaxial apparatus. Using the bender elements can measure the shear wave velocity while the saturated sand specimen was subjected to slow shearing. Therefore, the maximum shear modulus,Gmax, one of the key parameters for predicting dynamic behavior of soil, can be evaluated by the measured shear wave velocity (Vs) during the consolidated-undrained triaxial test at different stress paths. Before the test, the bender elements were waterproofed, shielded, and grounded in order to work in the saturated sand specimens and to reduce electromagnetic interference of received signals. Besides, for knowing the properties of bender elements and determining the criterion of arrival time of the measured wave, three kinds of exciting waveforms and different ranges of exciting frequencies were examined at the consolidation stage in advance. The test results showed that the most suitable transmitting signal was a single sine pulse with frequencies between 12 kHz to 15 kHz. The increase in the isotropic confining pressure increased the shear wave velocity. Nevertheless, during shearing, the shear wave velocity was affected by not only the effective confining pressure but also the stress state on the soil specimen. By the regression analysis, an empirical equation was proposed to predict the shear wave velocity based on the void ratio and the effective mean stress of soil specimen. The predicted values were closed to the measured ones when the stress ratio was greater than 0.5 and less than 3.
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Chang, Hsin-Pei Nicol. "The relationship between void ratio and shear wave velocity of gold tailings." Diss., 2004. http://hdl.handle.net/2263/25319.
Full textAbstract:
South Africa, as one of the world’s largest gold producing countries, also generates large amounts of tailings. These tailings are disposed in tailings dams, which pose great threat to the environment in the case of failure, in particular, liquefaction. In order to evaluate the potential of liquefaction, the void ratio of the tailings is required and is often impossible to obtain. Seismic methods allow an indirect method to estimate void ratio of in situ deposits of which tailings are examples of. Currently, the use of seismic methods to estimate void ratio of tailings rely on shear wave velocity – void ratio relationships derived for sands. It is thus uncertain whether this relationship holds for gold tailings, which is classified as a sandy silt or silt. The measurement of shear wave velocity of tailings is done in the laboratory using a triaxial apparatus modified to accommodate bender element. Shear wave velocities are measured using wide square pulses and continuous sinusoidal waves. The results show that there is a near linear relationship between void ratio and shear wave velocity normalized against effective stress. The position of this relationship lies below the previously published results for sands. Shear wave velocity of gold tailings is more sensitive to changes in effective stress than changes in void ratio or over-consolidation ratio. Furthermore, using phase sensitive detection of continuous waves, we can conclude that shear wave velocity of gold tailings is also frequency dependent.Dissertation (MEng)--University of Pretoria, 2006.
Civil Engineering
MEng
Unrestricted