Compressive Behavior During the Transition of Strain Rates

Tsutsumi, Atsushi; Tanaka, Hiroyuki

doi:10.3208/sandf.51.813

Cited by 12 publications

(7 citation statements)

References 16 publications

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“…ESRL 0 is defined by assuming that the line can be expressed by a cubic function, and its more detailed procedure is given by Tsutsumi and Tanaka (2011). ESRL 0 is shown in the form of De-log p/p 1 in Figure 3.…”

Section: Test Resultsmentioning

confidence: 99%

“…However, a considerably long time is required in an IL test to observe the strain rate dependency at strain rate levels less than 10 −9 /s, and a CRS test needs more time for completion at such slow strain rates (for example, 1000 d are required in order to attain 10% strain at 10 −9 /s). Instead of these conventional methods for obtaining the strain rate dependency, Tsutsumi and Tanaka (2011) tried to carry out a special CRS, where a specimen was subjected not to a single fixed strain rate but to multiple different strain rates (see Figure 2). If the stress-strain relation immediately transferred to a new e-log p relationship by a Δp/p 0 = 1·00 Figure 1.…”

Section: Introductionmentioning

confidence: 99%

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Isotache model for consolidation with a small incremental load

TanakaHiroyuki¹,

TsutsumiAyato²

2016

Geotechnical Research

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2To examine the applicability of an isotache model, two types of consolidation test were carried out: constant rate of strain (CRS) by changing the strain rate during the test, and an incremental loading (IL) test with small incremental ratios. It is found from the CRS tests that the stress shift caused by the strain rate change is nearly the same for all tested soils, but the behaviour after the change is different: some soils do not follow the isotache model. After selecting two typical soils (one follows the isotache model and the other does not), IL tests with various increment ratios and different durations at the loading stage prior to the incremental load were carried out to investigate how these parameters affect the strain-time relation. It is revealed that the strain-time relation is strongly governed by the magnitude of stress increments; in cases of small increments, most of the settlement is generated after the end of the primary consolidation. It is found that most test results can be interpreted by the isotache model. However, when the load duration at the loading stage prior to the incremental load is longer, the time-strain behaviour differs from that predicted by the isotache model.

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Section: Test Resultsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Isotache model for consolidation with a small incremental load

TanakaHiroyuki¹,

TsutsumiAyato²

2016

Geotechnical Research

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“…Several studies have been conducted related to temperature effects on clay properties, but also experienced certain challenges on the parameters and soil types. These attempts involved Burghignoli et al [7], Baldi et al [8], Romero et al [9], Sridharan et al [10], Gadzama et al [11], Laloui [12], Tsutsumi et al [13], and Towhata et al [14]. Research by Burghignoli's et al [7] applied clay with excess silt content, and minor sand proportion.…”

Section: Introductionmentioning

confidence: 99%

“…The results revealed the existence of stress contraction phase at rising temperatures. The effects of combined strain velocity and temperature on the consolidation behavior of clay soils has been investigated by Tsutsumi et al [13]. Specifically, the relationship between stress and strain of clay soils during temperature changes was comprehensively analyzed.…”

Section: Introductionmentioning

confidence: 99%

“…The relationship between the consolidation coefficient (Cv) and temperature variationsRusdiansyah, et al -The effect of temperature on some engineering and consolidation properties of soft soil The relationship between swelling index (Cs) and temperature variations perature surge, while Tsutsumi et al[13] reported the formation of a new soil structure, under similar conditions. Zhu et al[21] show that the extended model can reasonably describe the effect of bonding degradation on the stain-rate and temperature dependent behavior of soft structural clay under 1D condition.…”

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The effect of temperature on some engineering and consolidation properties of soft soil

Rusdiansyah¹,

Markawie²

2021

J Appl Eng Science

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Research on soil behavior due to changes in heat temperature in the soil mass is still relatively small. Even though, the phenomenon of increasing temperature in the soil mass is frequently occured. For example, there is an increase in temperature in the ground besides the problem of heat propagation under the road due to land fires, as well as the presence of waste heat from nuclear power plant in the soil medium, the operation of electric cables in the ground which causes heat, and the gas pipelines and oil pipes embedded in the ground, which generates heat around it, as well as thermal energy storage that are embedded in the soil. This research was conducted to get answers to how the behavior of the curve of the clay soft soil consolidation is due to changes in temperature. Mainly to get knowledge about the effect of temperature on changes in the value of mechanical parameters of soil consolidation, such as clay soft soil compression index (Cc), swelling index (Cs), volume change coefficient (mv), coefficient of consolidation (Cv), and hydraulic conductivity (k) of clay soft soil. In conducting the research, the material used was clay soft soil in undisturbed condition originating from a swampland locating in South Kalimantan, Indonesia, while the main tool used was a modified consolidation test device by adding an artificial heating device whose temperature could be adjusted with a temperature control device and temperature sensor. The temperatures applied to the test specimens were 40oC, 60oC 75oC, and 85oC. The results showed that changes in temperature in the soil could affect the compressibility of the soil, where the higher the temperature (heat) of the soil, the greater the soil compressibility. The increase in temperature in the soil causes an increase in the value of soil compressibility parameters such as the soil compression index (Cc), the coefficient of consolidation (Cv), and the swelling index (Cs). The value of compression index (Cc) of clay soft soils has a greater increase than the increase in other compressibility parameters when the temperature of clay soft soil increases (hot). In addition, the presence of high soil temperatures (hot conditions) in the soil can reduce changes in soil volume, where the volume change coefficient (mv) of clay soft soil tends to decrease if the soil temperature increases. Changes in soil temperature also affect soil permeability, where the seepage properties of clay soft soil tend to increase along with an increase in temperature in the soil.

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Formulation of a new elastoviscoplastic model for time‐dependent behavior of clay

Yuan

Whittle

2020

Num Anal Meth Geomechanics

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This paper presents a generalized, elastoviscoplastic constitutive model, MIT-SR, that is capable of describing a wide range of time-dependent characteristics observed in clays from creep to strain-rate-dependent shear behavior. The key component of the proposed model is a novel evolution equation that attributes viscoplastic deformations to a state variable, R a , referred to as internal strain rate, which represents the perturbation of the clay particle assembly due to historical straining. This state variable is driven by external straining actions (under compression or shear), which can be intrinsically linked to the loading step in classical plasticity theory, and decays with time representing a fading memory process. The proposed framework can be used to extend existing time-independent elastoplastic models. In this case, MIT-SR is built upon a prior elastoplastic model (MIT-S1), which uses 3-D stress-space surfaces and hardening laws to represent anisotropic effective stress-strain-strength properties, and a paraelastic approach to describe nonlinear hysteretic behavior at small strains. The paper highlights the versatility of the proposed MIT-SR model in representing a wide range of time-dependent characteristics for normally consolidation behavior and undrained shear behavior. By varying a strain-rate sensitivity parameter, β, the model can capture a full spectrum from temporary material response to changing strain rate, to isotache-type behavior where the normal consolidation and critical state lines are functions of the applied steady strain rate. The paper also showcases the model prediction for undrained creep and undrained relaxation behavior, and its promising capability in describing rate-effects under cyclic direct simple shear.

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Compressive Behavior During the Transition of Strain Rates

Cited by 12 publications

References 16 publications

Isotache model for consolidation with a small incremental load

Isotache model for consolidation with a small incremental load

The effect of temperature on some engineering and consolidation properties of soft soil

Formulation of a new elastoviscoplastic model for time‐dependent behavior of clay

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