Statistical Damage Shear Constitutive Model of Rock Joints Under Seepage Pressure

Xie, Shijie; Lin, Hang; Chen, Yifan; Wang, Yixian; Cao, Rihong; Li, Jiangteng

doi:10.3389/feart.2020.00232

Cited by 19 publications

(6 citation statements)

References 46 publications

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“…The settlement of the surrounding buildings is mainly caused by uneven settlement of the surface (Xie et al, 2020). Figure 10 shows the circumferential settlement curve of typical buildings on both sides of the foundation pit.…”

Section: Analysis Of Heave and Subsidence Of Adjacent Buildingsmentioning

confidence: 99%

Analysis of the Deformation Law of Deep and Large Foundation Pits in Soft Soil Areas

et al. 2022

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Taking a deep excavation in Suzhou soft soils adopting three support schemes as the background, the excavation performance metrics, including the heave and lateral deformation of diaphragm walls, surface vertical deformation, vertical deformation of surrounding buildings, and earth pressure, are thoroughly investigated based on 15 excavation cases collected in the soft soil area of Suzhou. Based on the analysis of monitoring data, some findings were achieved: the foundation pit deformation is greatly affected by the spatial effect. The existing station can constrain the foundation pit deformation. Benefiting from the combination of various support solutions, the average maximum deflection of the diaphragm wall is 0.10% He. The maximum lateral movement depth of the diaphragm wall (δhm) is mainly located at (He-7, He+12.5). The vertical deformation of the wall top is greatly affected by the excavation exposure time and soil conditions. The heave range of the wall top is (−0.08∼0.26%) He. Under the action of the displacement of the diaphragm wall to outside the pit and the upward displacement of the wall top, the ground surface is uplifted, and the maximum uplift is (0.02∼0.14%) He, ranging from 0.12δhm to 1.13δhm. The maximum surface settlement is (−0.01% ∼ −0.15%) He, ranging from −0.22δhm to −3.11δhm. The form of building heave is mainly affected by the surface heave and the distance from the diaphragm wall (d). When d is within a certain range, there is a heave settlement difference between the adjacent side and the opposite side of the excavation, and the adjacent side undergoes mostly subsidence, while the opposite side undergoes mostly uplift. The peak value of the apparent earth pressure (AEP) envelope is 0.59γHe, which falls within (0.47∼0.78) He. The calculation scheme proposed by Kim can be used to predict the AEP for multiple soil types.

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Section: Analysis Of Heave and Subsidence Of Adjacent Buildingsmentioning

confidence: 99%

Analysis of the Deformation Law of Deep and Large Foundation Pits in Soft Soil Areas

et al. 2022

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“…For this method, it is assumed that the rock element strength obeys a certain probability density distribution function 21 . The damage variable can then be derived according to the damage statistics theory 22 . A large number of probability density distribution functions have been introduced to obtain the damage variable, including the Weibull distribution, 23 the normal distribution, 24 the lognormal distribution, 25 the composite power function distribution, 26 the improved Harris distribution, 27 and the maximum entropy distribution, 28 where the Weibull distribution has become the most popular distribution owing to the easy integration and the positive domain.…”

Section: Introductionmentioning

confidence: 99%

A semiempirical constitutive relationship for rocks under uniaxial compression considering the initial damage recovery

Xie

Han

Zhou

2023

Fatigue Fract Eng Mat Struct

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A better understanding of the constitutive model and damage evolution law is the premise to ensure their feasibility and practicability in rock engineering projects. In this paper, a damage constitutive relationship, which can reflect the initial damage recovery, is established based on the generalized equivalent strain principle and the initial tangent modulus. A Weibull distribution-based model is also established to represent the deformation after the compaction point. A piecewise expression of the complete stress-strain curve of rocks under uniaxial compression is thereby obtained by the combination of the above two constitutive models. Finally, the effectiveness of the piecewise constitutive relationship is verified using uniaxial compression test data of different types of rocks. The results show that the theoretical curves are in good agreement with the experimental curves. Parameters of the proposed relationship are relatively to be derived, making it convenient for engineering applications.

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“…Loading. From the microscopic view, the failure of the rock microunit shows a certain randomness, which can be described by a statistical method [41,42]. Assuming the 4 Geofluids microunit strength satisfies the maximum tensile strain yield criterion and the damaged microunits obey the Weibull statistical distribution [43], the probability density function Pð εÞ is expressed as follows:…”

Section: Damage Evolution Equation Of Intact Rock Undermentioning

confidence: 99%

Damage Statistical Empirical Model for Fractured Rock under Freezing-Thawing Cycle and Loading

et al. 2020

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The natural rock mass prevailingly exists in the form of a fractured rock mass, and freezing-thawing failure of the fractured rock mass is also frequently encountered during geotechnical projects in cold regions. The previous researches and reports in freezing-thawing field principally focused on intact rocks, while rock joints and fractures were rarely considered, which causes great inconvenience to the safety design and stability assessment of engineering. In response to the special climatic conditions of cold regions, the freezing-thawing damage and degradation mechanism of fractured rock were studied in this paper based on existing laboratory experiments and damage mechanics theory. Primarily, a brief review of the progressive damage process of rock in the conventional triaxial compression experiment was given, as well as the determination methods of four characteristic stresses in the prepeak curve. Then, from the microcosmic perspective, the maximum tensile strain yield criterion was used to reflect the microunit strength which was assumed to statistically satisfy the Weibull distribution, deriving the damage evolution equation of fractured rock under the freezing-thawing cycle and load conditions and quantificationally describing the damage evolution law. Consequently, the statistical empirical constitutive relation of fractured rock considering freezing-thawing and loading damages was established. Ultimately, by combining the existing conventional triaxial compression experimental data of freezing-thawing single fractured rocks with the determination methods of characteristic stresses, the relevant constitutive parameters were solved, and the theoretical constitutive relation curves of the fractured rock after freezing-thawing cycles were obtained, which were compared with the experimental results to verify the validity of the established empirical constitutive relation. The study findings can provide a theoretical basis for revealing the freezing-thawing failure mechanism of the fractured rock mass to some extent.

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Statistical Damage Shear Constitutive Model of Rock Joints Under Seepage Pressure

Cited by 19 publications

References 46 publications

Analysis of the Deformation Law of Deep and Large Foundation Pits in Soft Soil Areas

Analysis of the Deformation Law of Deep and Large Foundation Pits in Soft Soil Areas

A semiempirical constitutive relationship for rocks under uniaxial compression considering the initial damage recovery

Damage Statistical Empirical Model for Fractured Rock under Freezing-Thawing Cycle and Loading

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