Objective criteria for determining <i>G</i><sub>max</sub> from bender element tests

Jovičić, Vojkan; Coop, M. R.; Simić, Milena

doi:10.1680/geot.1996.46.2.357

Cited by 290 publications

(131 citation statements)

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“…Many authors have dealt with the difficulties of interpretation of results (Viggiani and Atkinson 1995;Brignoli et al 1996;Jovičić et al 1996;Arulnathan et al 1998;Greening et al 2003;Greening and Nash 2004;Leong et al 2005). In essence, it is clear from all of these authors that the interpretation of the results remains subjective, requiring some degree of judgment, and no single ideal method of interpretation has been accepted.…”

Section: Interpretation Of Bender Elements Testsmentioning

confidence: 99%

“…Several researchers have demonstrated a number of potential (inherent and induced) sources of error involved in BE testing and interpretation: near-field effects (Sánchez-Salinero et al 1986, Mancuso et al, 1989Viggiani and Atkinson 1995;Jovičić et al 1996;Pennington 1999), wave interferences at the rigid boundaries (Arulnathan et al 1998), specimen geometry (Arroyo et al 2002;Hardy et al 2002;Rio et al 2003;Rio 2006), transducer resonance and overshooting (Jovičić 2004;Lee and Santamarina 2005), and electrical noise and grounding/shielding issues (Brignoli et al, 1996;Lee and Santamarina 2005).…”

Section: Interpretation Of Bender Elements Testsmentioning

confidence: 99%

“…However, sine-wave pulses have become more popular, as these have been shown to give more reliable time measurements, primarily (Blewett et al 2000). The square-shaped input signal is the least favorable shape and the distorted sine wave the most favorable, as experimentally observed by Jovičić et al (1996).…”

Section: Interpretation Of Bender Elements Testsmentioning

confidence: 99%

“…The direct measurement of the time interval between the input and output waves is the most immediate and intuitive interpretation technique, similar to the method used in in situ geophysical testing (Abbiss 1981;Dyvik and Madshus 1985;Jamiolkowski et al 1995;Jovičić et al 1996;Pennington 1999). This method assumes plane wave-fronts and the absence of any reflected or refracted waves (Arulnathan et al 1998).…”

Section: First Direct Arrival Of the Output Wavementioning

confidence: 99%

“…The crosscorrelation of a single-frequency input pulse with its response produces a peak at a time shift that is taken as the wave travel time between the two points Airey et al 2003). Such a technique is strictly applicable for signals of the same nature, requiring the frequencies of both waves to be of the same magnitude (Santamarina and Fam, 1997;Jovičić et al 1996). However, it is not clear what, if any, is the advantage in using crosscorrelation for matching a single-pulse input signal and a more complex output signal, such as the example shown in Fig.…”

Section: Cross-correlation Of the Input And Output Signalsmentioning

confidence: 99%

See 4 more Smart Citations

A Framework Interpreting Bender Element Tests, Combining Time-Domain and Frequency-Domain Methods

Fonseca¹,

Ferreira

Fahey

2009

Geotechnical Testing Journal

122

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ABSTRACT:Bender element (BE) testing is a powerful and increasingly common laboratory technique for determining the shear S-wave velocity of geomaterials. There are several advantages of BE testing, but there is no standard developed for the testing procedures or for the interpretation of the results. This leads to high degree of uncertainty and subjectivity in the interpretation. In this paper, the authors review the most common methods for the interpretation of BE tests, discuss some important technical requirements to minimize errors, and propose a practical framework for BE testing, based on the comparison of different interpretation techniques in order to obtain the most reliable value for the travel time. This new procedure consists of the application of a methodical, systematic, and objective approach for the interpretation of the results, in the time and frequency domains. The use of an automated tool enables unbiased information to be obtained regarding variations in the results to assist in the decision of the travel time. Two natural soils were tested: residual soil from Porto granite, and Toyoura sand. Specimens were subjected to the same isotropic stress conditions and the results obtained provided insights on the effects of soil type and confining stress on the interpretation of BE results; namely, the differences in testing dry versus saturated soils, and in testing uniform versus well-graded soils.

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Section: Interpretation Of Bender Elements Testsmentioning

confidence: 99%

Section: Interpretation Of Bender Elements Testsmentioning

confidence: 99%

Section: Interpretation Of Bender Elements Testsmentioning

confidence: 99%

Section: First Direct Arrival Of the Output Wavementioning

confidence: 99%

Section: Cross-correlation Of the Input And Output Signalsmentioning

confidence: 99%

See 3 more Smart Citations

A Framework Interpreting Bender Element Tests, Combining Time-Domain and Frequency-Domain Methods

Fonseca¹,

Ferreira

Fahey

2009

Geotechnical Testing Journal

122

View full text Add to dashboard Cite

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Acoustic Properties of Hydrate‐Bearing Unconsolidated Sediments Measured by the Bender Element Technique

Zhang

et al. 2012

Chinese J of Geophysics

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The acoustic properties of gas hydrate‐bearing unconsolidated sediments has significance in marine gas hydrate exploration and resource evaluation. In this paper, a new type of bender elements were proposed to measure both compressional wave velocity (Vp) and shear wave velocity (Vs) of hydrate‐bearing unconsolidated sediments simultaneously under certain pressure and temperature conditions. Combination of Fast Fourier Transform (FFT) and Wavelet Transform (WT) was thought to be an effective method to analyze both Vp and Vs data, based on which several runs of experiments were conducted. The results show that the new bender element technique is efficient in detecting gas hydrate formation and dissociation in unconsolidated sediments. The acoustic velocities of hydrate‐bearing unconsolidated sediments increase with hydrate saturation (Sh) as follows. When Sh is less than 25% or more than 60%, Vp and Vs increase rapidly with Sh, which indicates that hydrate may cement sediment particles. However, when Sh is between 25% and 60%, Vp and Vs increase little, which indicates that hydrate may partly contact with sediment particles.

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Bounding surface rotational hardening model for overconsolidated clay accounting for evolving fabric anisotropy

Yang

2022

Num Anal Meth Geomechanics

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Soil is inherently anisotropic owing to the sedimentation process under gravity and is generally under anisotropic stress state in the field. To reflect the influence of anisotropic consolidation, rotational hardening (RH) is favorably used in constitutive models, mimicking in-situ stress conditions. However, most of the existing models do not account for the inherent anisotropy of clays under isotropic stress state as well as the interplay between the fabric and loading direction, and the corresponding initial yield surface is assumed to be oriented along the hydrostatic axis. Furthermore, as the rotational angle is usually deemed as the clayed soil's anisotropy measure, a critical yield surface without rotation appears to contradict the highly anisotropic fabric at critical state. In this study, an anisotropic bounding surface model that incorporates RH and fabric anisotropy is formulated to simulate the behavior of overconsolidated (OC) clay subject to different consolidation histories, while addressing the aforementioned inconsistency issue. During the loading process, both fabric anisotropy and rotational angle evolve continuously based on their respective evolution rules. Fabric anisotropy evolves to the critical state when the rotational angle returns to zero, satisfying the anisotropic critical state theory (ACST). In addition, the model employs an anisotropic elasticity to consider the influence of the initial fabric at a low-stress level. The predictive capacity of the model can be demonstrated by simulating several compression and extension tests on clay over a wide range of overconsolidation ratios (OCRs) and anisotropic consolidation stress ratios under both drained and undrained conditions.

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Objective criteria for determining G_max from bender element tests

Cited by 290 publications

References 0 publications

A Framework Interpreting Bender Element Tests, Combining Time-Domain and Frequency-Domain Methods

A Framework Interpreting Bender Element Tests, Combining Time-Domain and Frequency-Domain Methods

Acoustic Properties of Hydrate‐Bearing Unconsolidated Sediments Measured by the Bender Element Technique

Bounding surface rotational hardening model for overconsolidated clay accounting for evolving fabric anisotropy

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Objective criteria for determining Gmax from bender element tests

Cited by 290 publications

References 0 publications

A Framework Interpreting Bender Element Tests, Combining Time-Domain and Frequency-Domain Methods

A Framework Interpreting Bender Element Tests, Combining Time-Domain and Frequency-Domain Methods

Acoustic Properties of Hydrate‐Bearing Unconsolidated Sediments Measured by the Bender Element Technique

Bounding surface rotational hardening model for overconsolidated clay accounting for evolving fabric anisotropy

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Product

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Objective criteria for determining G_max from bender element tests