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Academic literature on the topic 'Bender element'

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Published: 4 June 2021
Last updated: 20 February 2023

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Journal articles on the topic "Bender element"

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Leong, E. C., J. Cahyadi, and H. Rahardjo. "Measuring shear and compression wave velocities of soil using bender–extender elements." Canadian Geotechnical Journal 46, no. 7 (July 2009): 792–812. http://dx.doi.org/10.1139/t09-026.

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Piezoceramic elements have been used for laboratory measurement of wave velocity in soil and rock specimens. Shear-wave piezoceramic elements (bender elements) are commonly used to measure shear wave velocity for the determination of small-strain shear modulus. Compression-wave piezoceramic elements (extender elements), on the other hand, are less commonly used as compression wave velocity is less frequently measured. In this paper, the performance of a pair of bender–extender elements for the determination of both shear and compression wave velocities is examined with respect to the resolution of the recorder, bender–extender element size. and excitation voltage frequency. The evaluation showed that the performance of the bender–extender elements test can be improved by considering the following conditions: (i) the digital oscilloscope used to record the bender–extender element signals should have a high analog to digital (A/D) conversion resolution; (ii) the size of the bender–extender elements plays an important role in the strength and quality of the receiver signal, especially for compression waves; and (iii) using a wave path length to wavelength ratio of 3.33 enables a more reliable determination of shear wave velocity.
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Blewett, J., I. J. Blewett, and P. K. Woodward. "Phase and amplitude responses associated with the measurement of shear-wave velocity in sand by bender elements." Canadian Geotechnical Journal 37, no. 6 (December 1, 2000): 1348–57. http://dx.doi.org/10.1139/t00-047.

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Shear-wave velocity measured by bender elements in laboratory sand samples is shown to be dependent upon the excitation frequency and exhibits a maximum velocity for a finite frequency. By comparing the relative effects of dispersion due to propagation of shear waves through sand and dispersion due to bender element performance within sand, we show that a combination of the two processes is required to explain the observations. The magnitude of the aggregate response of the bender elements and the sand implies that reliable shear-wave velocity results cannot be obtained from bender element tests without a prior knowledge of the frequency response of the entire system.Key words: shear-wave velocity, phase-sensitive detection, dispersion, attenuation, sand.
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Viggiani, Giulia, and J. H. Atkinson. "Interpretation of bender element tests." Géotechnique 45, no. 1 (March 1995): 149–54. http://dx.doi.org/10.1680/geot.1995.45.1.149.

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Chaney, RC, KR Demars, R. Arulnathan, RW Boulanger, and MF Riemer. "Analysis of Bender Element Tests." Geotechnical Testing Journal 21, no. 2 (1998): 120. http://dx.doi.org/10.1520/gtj10750j.

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Lu, Wei, Yu Lan, and Tianfang Zhou. "Finite element analysis of double resonance bender disk low frequency transducer." MATEC Web of Conferences 283 (2019): 05008. http://dx.doi.org/10.1051/matecconf/201928305008.

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A bender disk transducer can generate low-frequency sound in a small size and light weight. But traditional bender disk transducer only works at single frequency by using first order bending mode and emits moderate levels of power. In this work, a double resonance bander disk low frequency transducer is investigated by using finite element model. The double resonance bender disk transducer consists of two segmented 3-3 mode piezoelectric ceramic disk on the both side of hollow metal disc, which could generate larger displacement in order to increase power radiation. A simple elastic mass system placed inside the hollow metal disc is introduced in the system to produce other lower resonance modes. Through the FEM calculations, it is found that the transmitting voltage response (TVR) of bender disk transducer could enhance 4dB in the first order bending mode resonance frequency, which is compared with traditional bender disk transducer with the same size. The TVR of lower resonance mode which is produced by additional central simple support elastic mass system in segmented bender disk transducer is more than 130dB. Through the optimization of finite element simulation, a double resonance bender disk transducer is designed, and its resonance frequency is 600Hz and 1kHz, respectively. The value of TVR is 130dB and 134dB corresponding to two resonance frequency. The double resonance bender disk transducer is compact dimension, low weight and it is a high performance low frequency transducer.
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Zhao, Zhiwei, Jinqiu Wu, Xiaofei Qi, Gang Qiao, Wenbo Zhang, Chaofan Zhang, and Kang Guo. "Design of a Broadband Cavity Baffle Bender Transducer." Journal of Marine Science and Engineering 10, no. 5 (May 16, 2022): 680. http://dx.doi.org/10.3390/jmse10050680.

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As low-frequency and broadband acoustic emission capability is beneficial to the detection range and acoustic communication speed of small scale autonomous underwater vehicles (AUV), this type of transducer is required, especially in cases of complex acoustic environments. A broadband bender transducer with cavity baffle that suits small scale AUV is proposed. Rather than additional benders, a passive cavity baffle, which would be capable of providing mutual radiation and a fluid cavity mode, is introduced to a single bender. The bending resonant frequency is reduced by the mutual radiation between the bender and the cavity baffle, the cavity baffle extends the lower limit of the available frequency band of the transducer, the liquid resonant frequency behind the former expands the higher limit, then the cavity baffle bender transducer fills the role of radiating low-frequency and broadband emissions through multimode coupling. The finite element method is used to analyze the acoustic performance of the transducer under different baffle conditions. Then, a prototype of the broadband cavity baffle bender transducer is developed according to the optimized parameters of simulation. The acoustic parameters of the prototype were measured in an anechoic pool. The resonant frequency measured in water of the bender itself is 3 kHz, and the −3dB bandwidth is 560 Hz. The prototype test results show that the cavity baffle scheme can improve the −3dB bandwidth of the bender from 560 Hz to 1000 Hz, which fundamentally realizes the expectations of the prototype design.
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Santamarina, J. C., and M. A. Fam. "Discussion: Interpretation of bender element tests." Géotechnique 47, no. 4 (September 1997): 873–77. http://dx.doi.org/10.1680/geot.1997.47.4.873.

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BONAL, J., S. DONOHUE, and C. McNALLY. "Wavelet analysis of bender element signals." Géotechnique 62, no. 3 (March 2012): 243–52. http://dx.doi.org/10.1680/geot.9.p.052.

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Piriyakul, Keeratikan, and Janjit Iamchaturapatr. "Horizontally Mounted Bender Elements for Measuring Shear Modulus in Soaked Sand Specimen." Advanced Materials Research 931-932 (May 2014): 496–500. http://dx.doi.org/10.4028/www.scientific.net/amr.931-932.496.

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New horizontally mounted bender element devices capable of high-quality transmission and reception of horizontally propagated shear waves polarized in orthogonal planes across the mid-height of a sand specimen are described. Mounting of these bender elements is on the membrane, attaching on the side wall of the reactor container. This technique is suitable for use on samples down to 80 mm length. The effective fabrication procedures that have been developed are described. The instrumentation systems used to drive and receive signals are outlined, and estimates of the magnitude of the shear strains developed by the bender elements and the accuracy with which shear wave velocities can be determined are discussed. The sand specimen is treated by the solution then its strength is developed. These new bender elements enable shear modulus to be measured before, during and after the treatment.
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Piriyakul, Keeratikan. "Application of the Non-Destructive Testing Method to Determine the Gmax of Bangkok Clay." Applied Mechanics and Materials 418 (September 2013): 157–60. http://dx.doi.org/10.4028/www.scientific.net/amm.418.157.

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This article presents the application of the non-destructive testing method (so called Bender element test) to measure the shear wave velocity and determine the maximum shear modulus of soft Bangkok clay samples. This research proposes the bender element technique to measure the shear wave velocity by means of piezoelectric ceramic sensors. The details of the bender element test were clearly explained. The laboratory bender element test data of the shear wave velocity were compared with the field test results and show that the field propagating waves pass along layers of higher stiffness while the laboratory test data were performed on small, possible less stiff material. The inversion calculation of the shear wave velocity in the field test is based on a linear elastic isotropic assumption which is not valid for the Bangkok subsoil and might be a second reason for the noticed differences in velocity.
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Dissertations / Theses on the topic "Bender element"

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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 Civil
Chile 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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Abstract:
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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Book chapters on the topic "Bender element"

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Moldovan, Ionuţ Dragoş, Abdalla Almukashfi, and António Gomes Correia. "A Toolbox for the Automatic Interpretation of Bender Element Tests in Geomechanics." In Lecture Notes in Civil Engineering, 125–44. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-20241-4_10.

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Kang, Mingu, Issam I. A. Qamhia, Erol Tutumluer, Won-Taek Hong, Jesse D. Doyle, Harold T. Carr, Wayne D. Hodo, Ben C. Cox, and Jeb S. Tingle. "Bender Element Field Sensors for Base Course Stiffness Measurements in Airport Pavements." In Lecture Notes in Civil Engineering, 861–76. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-77234-5_71.

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Bhutale, Sandip Shivaji, and R. S. Dalvi. "Effect of Fines Content on Dynamic Properties of Sand Using Bender Element." In Lecture Notes in Civil Engineering, 11–22. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-4001-5_2.

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Piriyakul, Keeratikan, and Janjit Iamchaturapatr. "Deep Soil Mixing Method for the Bio-cement by Means of Bender Element Test." In Advances in Laboratory Testing and Modelling of Soils and Shales (ATMSS), 375–81. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-52773-4_44.

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Chan, Chee-Ming, and Mohammed Mansoor Mofreh Gubran. "Curing Behaviour of Lightly Solidified Clays Monitored with Bender Element and Electrical Conductivity Measurements." In Sustainable Civil Infrastructures, 27–37. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-95771-5_3.

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Kang, Mingu, Issam I. A. Qamhia, Erol Tutumluer, Murphy Flynn, Navneet Garg, and Wilfredo Villafane. "Near Geogrid Stiffness Quantification in Airport Pavement Base Layers Using Bender Element Field Sensor." In Lecture Notes in Civil Engineering, 703–15. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-77234-5_58.

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Chandra, Kannekanti Prithvi, and Kadali Srinivas. "Estimation of Arrival Time of Shear Waves in Fine-Grained Soils Using Bender Element Test." In Lecture Notes in Civil Engineering, 213–32. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-3662-5_18.

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Liu, Xin, and Jun Yang. "A Parallel Comparison of Small-Strain Shear Modulus in Bender Element and Resonant Column Tests." In Springer Series in Geomechanics and Geoengineering, 564–68. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97112-4_126.

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Chang, Il Han, Gye Chun Cho, Joo Gong Lee, and Lee Hyung Kim. "Characterization of Clay Sedimentation Using Piezoelectric Bender Elements." In Advanced Nondestructive Evaluation I, 1415–20. Stafa: Trans Tech Publications Ltd., 2006. http://dx.doi.org/10.4028/0-87849-412-x.1415.

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Juneja, A., and M. Endait. "Characterisation of Vesicular Basalts of Mumbai Using Piezoceramic Bender Elements." In Developments in Geotechnical Engineering, 203–12. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0505-4_18.

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Conference papers on the topic "Bender element"

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Pradhan, Asheesh, and Xinbao Yu. "Bender Element Testing and Discrete Element Modeling of Shear Wave in Granular Media." In IFCEE 2015. Reston, VA: American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784479087.183.

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Li, Kuan, Yu Lan, and Wei Lu. "Finite element design of a new piezoelectricity bender disk transducer array." In 2010 Symposium on Piezoelectricity, Acoustic Waves, and Device Applications (SPAWDA 2010). IEEE, 2010. http://dx.doi.org/10.1109/spawda.2010.5744332.

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Zeng, Xiangwu, J. Ludwig Figueroa, and Lei Fu. "Measurement of Base and Subgrade Layer Stiffness Using Bender Element Technique." In 15th Engineering Mechanics Division Conference. Reston, VA: American Society of Civil Engineers, 2003. http://dx.doi.org/10.1061/40709(257)3.

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Styler, M. A., and J. A. Howie. "Comparing Frequency and Time Domain Interpretations of Bender Element Shear Wave Velocities." In GeoCongress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412121.226.

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RAJESH, R. "An Eight Element Hydrophone Array Using DFB Fiber Laser with Bender Bar Packaging." In International Conference on Fibre Optics and Photonics. Washington, D.C.: OSA, 2016. http://dx.doi.org/10.1364/photonics.2016.th3a.52.

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Hoyos, L. R., P. Takkabutr, A. J. Puppala, and Md S. Hossain. "Dynamic Response of Unsaturated Soils Using Resonant Column and Bender Element Testing Techniques." In Geotechnical Earthquake Engineering and Soil Dynamics Congress IV. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40975(318)47.

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Huang, Lin, Yong Wang, Jian Li, Wei He, and Xian-qin Li. "The Effect of Different Boundary Conditions on the Result of Bender-Extender Element Test." In International Conference on Geotechnical and Earthquake Engineering 2018. Reston, VA: American Society of Civil Engineers, 2019. http://dx.doi.org/10.1061/9780784482049.041.

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Rees, Sean, Tomasz Szczepański, Jerry Sutton, and Karl Snelling. "Surface Wave Geophysics and Laboratory Bender Element Methods for use in Ground Improvement Assessment." In International Conference on Ground Improvement & Ground Control. Singapore: Research Publishing Services, 2012. http://dx.doi.org/10.3850/978-981-07-3560-9_10-1007.

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Yamashita, Satoshi, Tomohito Hori, and Teruyuki Suzuki. "Anisotropic Stress-Strain Behavior at Small Strains of Clay by Triaxial and Bender Element Tests." In Second Japan-U.S. Workshop on Testing, Modeling, and Simulation in Geomechanics. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40870(216)4.

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Pineda, J. A., L. R. Hoyos, and J. E. Colmenares. "Stiffness Response of Residual and Saprolitic Soils Using Resonant Column and Bender Element Testing Techniques." In GeoFlorida 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41095(365)77.

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Reports on the topic "Bender element"

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Werdon, M. B., and M. J. Blessington. Analyses of historic U.S. Bureau of Mines samples for geochemical trace-element and rare-earth-element data from the VABM Bend area, Black River and Eagle quadrangles, east-central Alaska. Alaska Division of Geological & Geophysical Surveys, June 2014. http://dx.doi.org/10.14509/27299.

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Friedsam, H., W. Oren, R. Pitthan, R. Pushor, and R. Ruland. Alignment labeling scheme for the reverse bends, instrument sections, and the final focus beam line elements and their supports. Office of Scientific and Technical Information (OSTI), January 1986. http://dx.doi.org/10.2172/6396791.

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Qamhia, Issam, and Erol Tutumluer. Evaluation of Geosynthetics Use in Pavement Foundation Layers and Their Effects on Design Methods. Illinois Center for Transportation, August 2021. http://dx.doi.org/10.36501/0197-9191/21-025.

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Abstract:
This report presents findings of a research effort aimed at reviewing and updating existing Illinois Department of Transportation (IDOT) specifications and manuals regarding the use of geosynthetic materials in pavements. The project consisted of three tasks: evaluate current IDOT practice related to the use of geosynthetics; review research and state of the practice on geosynthetics applications, available products, design methods, and specifications; and propose recommendations for geosynthetic solutions in pavements to modernize IDOT’s practices and manuals. The review of IDOT specifications revealed that geotextiles are the most used geosynthetic product in Illinois, followed by geogrids. Several of IDOT’s manuals have comprehensive guidelines to properly design and construct pavements with geosynthetics, but several knowledge gaps and potential areas for modernization and adoption of new specifications still exist. Based on the review of the available design methods and the most relevant geosynthetic properties and characterization methods linked to field performance, several updates to IDOT’s practice were proposed. Areas of improvement are listed as follows. First, establish proper mechanisms for using geogrids, geocells, and geotextiles in subgrade restraint and base stabilization applications. This includes using shear wave transducers, i.e., bender elements, to quantify local stiffness enhancements and adopting the Giroud and Han design method for subgrade restraint applications. Second, update IDOT’s Subgrade Stability Manual to include property requirements for geogrids, geotextiles, and geocells suitable for subgrade restraint applications. Third, establish proper standards on stabilization, separation, and pumping resistance for geotextiles by incorporating recent research findings on geotextile clogging and permeability criteria. Fourth, promote the use of modern geosynthetic products, such as geotextiles with enhanced lateral drainage, and fifth, elaborate on proper methods for construction/quality control measures for pavements with geosynthetics.
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