Theoretical study on stability evolution of soft and hard interbedded bedding reservoir slopes

Wu, Qiong; Zhang, Bo; Tang, Hui-ming; Wang, Di; Liu, Zhi-qi; Lin, Zhi-wei

doi:10.1007/s11629-023-8073-y

Cited by 7 publications

(2 citation statements)

References 54 publications

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“…In the case of basic identification of the subsoil, the factor value is assumed as 1.4 ÷ 2.0 depending on the risk to the safety of this earth structure [24][25][26]. The influence of uncertainty in the value of geotechnical parameters on the estimated value of the slope stability factor has been described many times [27][28][29][30][31][32][33][34]. According to the authors of this manuscript, in the analyzed case (the absence of full recognition of geotechnical parameters and low risk to human life, which results from the type of object), the recommended value of the slope stability factor should be at least 1.50.…”

Section: Discussionmentioning

confidence: 99%

Influence of Calculation Parameters on the Slope Stability of the Historical Rasos Cemetery in Vilnius (Lithuania)

Chmielewski,

Bąk,

Muzolf

et al. 2024

Sustainability

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Many objects of cultural and religious importance are located on naturally or artificially shaped hills. In such cases, the stability of the slopes determines both the safety of users and the facilities themselves and thus the preservation of cultural heritage. The analysis of the slope stability requires the assessment of the soil shear strength, defined as the ratio of resistance forces to driving forces. An important issue in the slope stability analysis is the proper determination of soil mechanical parameters, including their changes due to soil moisture. This paper presents an assessment of the slope stability of the Rasos Cemetery in Vilnius (Lithuania), where, due to a partial slope sliding, some of the tombstones were destroyed by being covered with soil. An analysis of the slope stability (factor of safety) was performed for two cross-sections using six calculation schemes. In each of them, calculations were carried out for three groups of soil parameters and for four design approaches (characteristic values, DA2, DA3a, and DA3b in accordance with the geotechnical standard applicable in the European Union—Eurocode 7: Geotechnical design). For the calculation approach (DA3a) for different groups of soil parameters, the values of the slope stability factors of safety were practically below 1.0. If the value of the factor of safety is less than 1.0, the slope is unstable. In the range of values 1.0–1.3, there is a serious risk of slope instability, and only when the factor of safety value reaches above 1.3 is the slope classified as stable. The comparison of the slope stability factors obtained with different design approaches (in relation to the DA3a) shows that the most unfavorable stability factor is approximately 43% lower than the result obtained from the characteristic values, approximately 21% lower than the result obtained using the DA2 design approach, and approximately 24% lower than the result obtained using the DA3b design approach. The analytical and numerical method (GEO5) analysis showed that, regardless of the adopted calculation approach, the required slope stability factor was not obtained. The article shows that selecting the correct geological cross-section to determine the critical slope slip surface and adopting the relevant design approach is crucial for slope sustainability. Based on the analysis, a proprietary solution for the construction work was proposed, which will ensure both the full stability of the slope and the safety of all graves and consequently landslide disaster prevention.

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Section: Discussionmentioning

confidence: 99%

Influence of Calculation Parameters on the Slope Stability of the Historical Rasos Cemetery in Vilnius (Lithuania)

Chmielewski,

Bąk,

Muzolf

et al. 2024

Sustainability

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“…Determined, through centrifugal tests of two material models, that the rupture surface of anti-tilt slopes is of a double-line type (Gang et al 1996). Carried out multiple sets of centrifugal model tests involving various slope angles and inclination angle combinations (Wu et al 2023).…”

Section: Introductionmentioning

confidence: 99%

Study on slope collapse instability mechanism of Jurassic soft and hard alternate strata in Three Gorges Reservoir Area

PENG,

ZUO,

TONG

et al. 2024

Preprint

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The Three Gorges Reservoir area features widespread, thick, and well-developed Jurassic soft and hard strata, leading to complex deformation, failure modes, and instability mechanisms on slopes. This can result in collapse disasters. Focusing on the Zigui Basin in the Three Gorges Reservoir area, our study investigated the topographic and geomorphological characteristics of both artificial and natural slopes, the thickness of soft and hard phases, crack expansion, and established a geomechanical model for slope collapse in the Jurassic formations. Utilizing UDEC7.0 software, we conducted numerical tests to analyze the impact of various factors such as slope angle, rock formation inclination angle, slope height, ratio of hard and soft rock thickness, structural surface strength, and mechanical parameters of rock formations on slope stability. Through numerical simulations based on the geomechanical model, we examined the mechanisms of slope collapse and instability in the Jurassic strata, ultimately developing a model for slope deformation and failure. The research findings indicate that geomechanical modes of slope failure in soft and hard strata can be categorized into three types: push collapse, slip collapse, and toppling collapse. Upon analysis, it is observed that model No. 1 demonstrates push collapse, while model No. 6 experiences slip collapse. Model No. 19 ultimately succumbs to toppling collapse. The inclination angle \(\beta\) of the rock layer significantly influences the instability and failure mechanism of slopes in soft and hard strata. Specifically, when the slope aligns with the direction of the slope and \(\beta\)<\(\alpha\), failure occurs initially through layer creep followed by shear slip. Conversely, when \(\beta\)>\(\alpha\), the upper rock mass experiences layer slip while the lower rock mass undergoes buckling deformation. In the case of the slope facing in the opposite direction, a small \(\beta\) results in toppling deformation, whereas a large \(\beta\) leads to local collapse at the slope's peak. Different failure modes exhibit distinct crack development patterns. Under the influence of gravity load, push collapse progresses from internal micro cracks to the downward pushing and destruction of the rock layer. Slip collapse is characterized by cracks initiating at the front edge and extending to form a “z”-shaped penetration. Toppling collapse involves the appearance of local micro-cracks at the slope's upper portion, gradually propagating along the slope surface from top to bottom. The process of different failure modes can be divided into three stages: an initial creep stage before approximately 21g, a steady-state deformation stage between 21g and 40g, and an instability collapse stage after around 40g.

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Empirical Solution for Predicting Soil Rim Slope Deformation under Cyclic Reservoir Water Level Fluctuations

Chandel,

Singh,

Thakur

2024

Geotech Geol Eng

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Theoretical study on stability evolution of soft and hard interbedded bedding reservoir slopes

Cited by 7 publications

References 54 publications

Influence of Calculation Parameters on the Slope Stability of the Historical Rasos Cemetery in Vilnius (Lithuania)

Influence of Calculation Parameters on the Slope Stability of the Historical Rasos Cemetery in Vilnius (Lithuania)

Study on slope collapse instability mechanism of Jurassic soft and hard alternate strata in Three Gorges Reservoir Area

Empirical Solution for Predicting Soil Rim Slope Deformation under Cyclic Reservoir Water Level Fluctuations

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