The Effect of Confining Pressure and Water Content on Compressive Strength and Deformation of Ice-Rich Silty Sand

Zhang, Shujuan; Du, Haimin; Harbor, Jonathan M.

doi:10.1002/ppp.1906

Cited by 17 publications

(3 citation statements)

References 29 publications

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“…However, some researchers found that changing the confining pressure had little or no effect on the strength of frozen soil [14,15]. It has been suggested that some of the differences in these test results can be attributed to the different ranges of confining pressure and water content that have been investigated [16,17]. The water content is an important factor affecting the strength properties and other parameters of frozen soil [18,19].…”

Section: Introductionmentioning

confidence: 99%

Experimental Study on the Characteristics of the Failure Strain Energy Density of Undisturbed Ice-Rich Frozen Clay

Zhang

et al. 2023

Atmosphere

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Using the triaxial shear or compressive strength as a single index of the resistance of frozen soils to failure does not always meet frozen soil engineering requirements for the comprehensive evaluation of the resistance. In this study, triaxial compression experiments were carried out on undisturbed ice-rich frozen clay samples with various levels of water content under different confining pressures to study the characteristics of the failure strain energy density of the samples. The results indicate that as the confining pressure increased, the failure strain energy density first increased and then decreased. The failure strain energy density reached a maximum at a critical confining pressure of 2.00 MPa for 13.25–25.76% water content and 1.00 MPa for 26.02–45.82% water content. The failure strain energy density increased as the water content increased at low confining pressures (0.05–0.50 MPa) but then declined slightly at intermediate confining pressures (1.00–2.00 MPa). At a high confined pressure of 3.00 MPa, the failure strain energy density decreased overall as the water content increased. There were similarities and differences between the change characteristics of the compressive strength and the failure strain energy density. The failure strain energy density can be used as a supplementary reference index of the resistance of frozen soils to damage. The variation characteristics of the failure strain energy density of undisturbed frozen clay are essentially consistent with those of remolded frozen sandy soils. However, there are also clear differences between the characteristics of the failure strain energy density of these two types of frozen soil.

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Section: Introductionmentioning

confidence: 99%

Experimental Study on the Characteristics of the Failure Strain Energy Density of Undisturbed Ice-Rich Frozen Clay

Zhang

et al. 2023

Atmosphere

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“…On the other hand, frozen soils also show viscous behaviors, which primarily depend on ice content (void ratio), strain rate and temperature 46,63–66 . However, reports on the influence of ice content in the literature are limited and the findings are inconstant 53,67–71 . The possible reason is that the morphology of frozen soil changes with an increase of ice fraction due to either temperature decreasing or the increase of void ratio.…”

Section: Introductionmentioning

confidence: 99%

A framework for constructing elasto‐plastic constitutive models for frozen and unfrozen soils

Guo

2021

Num Anal Meth Geomechanics

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The need for unified constitutive models for frozen and unfrozen soils in simulating frost heave and thaw consolidation has been recognized. However, a reliable and easy‐to‐implement model is not yet available. This paper extends the one‐dimensional elasto‐plastic model proposed by Yu et al. to solve multi‐dimensional problems. In the extended model, total and effective stresses are taken as the stress variables for frozen and unfrozen soils, respectively. A critical‐state‐based mode, Clay And Sand Model (CASM), is employed for soil at unfrozen states. The emphasis is placed on how a basic constitutive model for unfrozen soils is extended to describe the elasto‐plastic behavior for both unfrozen and frozen soils in two steps: (1) extension of the constitutive model from unfrozen to frozen soils by considering ice‐bonding effect, and (2) integration of descriptions for soils at unfrozen and frozen states using the concept of residual stress (by Nixon and Morgenstern). The freeze‐thaw cycling effect is naturally incorporated by the introduction of residual stress line that is used to determine the initial stress state and preconsolidation pressure of thawed soil. After being implemented into FORTRAN subroutines for ABAQUS, the performance of the proposed model is demonstrated by simulating triaxial compression tests on frozen sand at different temperatures under confining pressures, and freeze‐thaw cycling processes of silty clay under loading.

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“…Numerous scholars have devoted their efforts to the study of rock mechanical properties under different temperatures and confining pressures. For example, the influence of confining pressure on the deformation and strength characteristics of ice-rich sandstone depends on the content of ice [5]; the failure mode of marble transforms from brittle failure to plastic failure with the increase in confining pressure [6]; volume expansion was found under the effect of confining pressure, and the Young's modulus of shale increased with confining pressure at certain temperatures [7]. Temperature also has significant influence on the mechanical properties; the peak stress of specimens decreased rapidly with temperature from 25 to 85 • C, whereas it decreased gradually with temperature from 85 to 135 • C [8].…”

Section: Introductionmentioning

confidence: 99%

Experimental Study on Coupling Influence of Temperature and Confining Pressure to Deformation and Strength Characteristics of Rock-like Material with Pre-Existing Crack

Wang

2021

Materials

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In this paper, destructive compression tests under the coupled influence of temperatures (20–60 °C) and confining pressures (0–7 MPa) were carried out on rock-like material with pre-existing crack to explore the deformation and strength characteristics. The stress–strain curves of rock-like material under the coupled influence of temperatures and confining pressures were obtained. Meanwhile, the correlations of peak stress, peak strain, and average Young’s modulus with temperatures and confining pressures were obtained. The results of the experiments indicate that, firstly, the compressive strength decreased and the deformation increased due to the influence of pre-existing cracks; the combined effect of initial cracks, temperature, and confining pressure gave rise to a more complicated mechanism of soft rock deformation. Secondly, the deformation of rock-like material was affected by initial cracks, confining pressures, and temperatures, but the influence of temperature was lower than that of confining pressure and initial crack. The failure mode of rock-like material was brittle at the confining pressure of 0 and 1 MPa and plastic at the confining pressure of 5 and 7 MPa. The critical confining pressure value of failure mode for rock-like material was 3 MPa. Thirdly, the peak strength and peak strain of rock-like material increased with confining pressure. Temperature had less influence on the rock-like material strength and peak strain than confining pressure. Lastly, Young’s modulus decreased with temperature and confining pressure.

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The Effect of Confining Pressure and Water Content on Compressive Strength and Deformation of Ice-Rich Silty Sand

Cited by 17 publications

References 29 publications

Experimental Study on the Characteristics of the Failure Strain Energy Density of Undisturbed Ice-Rich Frozen Clay

Experimental Study on the Characteristics of the Failure Strain Energy Density of Undisturbed Ice-Rich Frozen Clay

A framework for constructing elasto‐plastic constitutive models for frozen and unfrozen soils

Experimental Study on Coupling Influence of Temperature and Confining Pressure to Deformation and Strength Characteristics of Rock-like Material with Pre-Existing Crack

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