“…The groundwater in the vicinity is mainly confined to pore water in the soil layers. Within the scope of this site, the groundwater primarily consists of two major types: the pore phreatic water in the soil layers, and the pore-fracture water in the residual layers, bedrock, and weathered layers [28,29]. Pore water is mainly distributed in the fill soil and fine-grained clay layers, while pore-fissure water is mainly distributed at the bottom of the weathered layer of the bedrock [30].…”
Based on a real engineering case, this study employs the MIDAS finite element software to model the reinforced high embankment slope using anti-sliding piles. The accuracy of the finite element method is verified by comparing calculated outcomes with field monitoring data. Expanding on this foundation, an analysis of factors influencing the reinforced high embankment slope is undertaken to scrutinize the impact of diverse elements on the slope and ascertain the optimal reinforcement strategy. The results reveal the following: The principal displacement observed in the high embankment slope is a vertical settlement, which escalates with the backfill height. Notably, the highest settlement does not manifest at the summit of the initial slope; instead, it emerges close to the summits of the subsequent two slopes. However, the maximum horizontal displacement at the slope’s zenith diminishes as the fill height increases—a trend that aligns with both field observations and finite element computations. The examination of the influence of anti-sliding pile reinforcement on the high embankment slope unveils that factors like the length, diameter, spacing, and positioning of the anti-sliding piles exert minor impacts on vertical settlement, while variations in the parameters of the anti-sliding piles significantly affect the slope’s horizontal displacement. When using anti-sliding piles to reinforce multi-level high embankment slopes, factoring in the extent of horizontal displacement variation and potential cost savings, the optimal parameters for the anti-sliding piles are a length of 15 m, a diameter of 1.5 m, and a spacing of 2.5 m, presenting the most effective combination to ensure superior slope stability and support.
“…The groundwater in the vicinity is mainly confined to pore water in the soil layers. Within the scope of this site, the groundwater primarily consists of two major types: the pore phreatic water in the soil layers, and the pore-fracture water in the residual layers, bedrock, and weathered layers [28,29]. Pore water is mainly distributed in the fill soil and fine-grained clay layers, while pore-fissure water is mainly distributed at the bottom of the weathered layer of the bedrock [30].…”
Based on a real engineering case, this study employs the MIDAS finite element software to model the reinforced high embankment slope using anti-sliding piles. The accuracy of the finite element method is verified by comparing calculated outcomes with field monitoring data. Expanding on this foundation, an analysis of factors influencing the reinforced high embankment slope is undertaken to scrutinize the impact of diverse elements on the slope and ascertain the optimal reinforcement strategy. The results reveal the following: The principal displacement observed in the high embankment slope is a vertical settlement, which escalates with the backfill height. Notably, the highest settlement does not manifest at the summit of the initial slope; instead, it emerges close to the summits of the subsequent two slopes. However, the maximum horizontal displacement at the slope’s zenith diminishes as the fill height increases—a trend that aligns with both field observations and finite element computations. The examination of the influence of anti-sliding pile reinforcement on the high embankment slope unveils that factors like the length, diameter, spacing, and positioning of the anti-sliding piles exert minor impacts on vertical settlement, while variations in the parameters of the anti-sliding piles significantly affect the slope’s horizontal displacement. When using anti-sliding piles to reinforce multi-level high embankment slopes, factoring in the extent of horizontal displacement variation and potential cost savings, the optimal parameters for the anti-sliding piles are a length of 15 m, a diameter of 1.5 m, and a spacing of 2.5 m, presenting the most effective combination to ensure superior slope stability and support.
“…These geological discontinuities make the mechanical properties of rock mass quite different from intact rock 1 , 2 . Especially for magmatic rock, the cooling and shrinking effects after magmatic exhalation contribute to plenty of hidden fissures in rock mass 3 , as shown in Fig. 1 a.…”
Section: Introductionmentioning
confidence: 99%
“…Therefore, understanding the influence of hidden fissures on the mechanical behavior of rock mass is the key to evaluating the stability of rock engineering, and the study can also provide support for geotechnical engineering design and construction. Figure 1 Natural flaws in rock mass: ( a ) hidden fissures in columnar basalt 8 , ( b ) closed fissure and ( c ) open flaw 3 . …”
Section: Introductionmentioning
confidence: 99%
“… Natural flaws in rock mass: ( a ) hidden fissures in columnar basalt 8 , ( b ) closed fissure and ( c ) open flaw 3 . …”
Natural defects, such as joints, structural surfaces and voids, significantly affect the mechanical properties and fracture modes of rock mass. Hidden fissures are widely distributed in magmatic rock, while their influences on the mechanical properties and the cracking mechanism are still unclear. Laboratory tests were conducted on prefabricating hidden-fissured rock-like specimens, as well as intact specimens and close-fissured specimens as a comparison. The real-time digital image correlation technology and acoustic emission monitoring technology were synchronously adopted to capture both the external and internal cracking process. The results show that the hidden fissures can weaken the uniaxial compression strength, while the deterioration effect of hidden fissures is weaker than closed fissures due to the internal cohesion among fissure internal particles. What’s more, the initiation behavior of the α = 90° hidden-fissured specimen is different from that of β = 90° closed-fissured specimen. Finally, the cracking mechanism of hidden-fissured specimens was revealed by analyzing the RA–AF relationship. The failure of the close-fissured specimens is mainly the tensile-shear mixed fracture mode, while the failure of the hidden-fissured specimens is mainly the tensile fracture mode and supplemented by the shear. The experimental results contribute to the understanding of cracking properties in hidden-fissured rock.
“…Park et al 15 printed a geological physical model based on the Los Angeles Basin using stainless steel powder as the printing substrate. Que et al 16 combined the Voronoi diagram and 3DP technology to produce an irregular columnar jointed mold, which enabled the high-precision preparation of columnar jointed rock masses with different dip directions and angles. Song et al 17 proposed two methods for modeling joints that replicate natural rock morphology and lithology by combining 3D scanning, 3D printing, and 3D carving technologies.…”
A deep knowledge of the failure mechanisms and early warning of dangerous rocks is an important issue in geological disaster prevention and reduction. This study focuses on the failure analysis of dangerous rocks from a laboratory scale, whose models are prepared by 3D printing (3DP) technology. The frozen–thawing test (FTT) is performed to reproduce the failure processes of toppling and falling types dangerous rocks. In addition, the digital image correlation (DIC) technique is applied to detect the deformation characteristics of dangerous rock models during the tests. The relative displacements along the structural plane and the displacement vectors on the dangerous rock surface are further extracted to quantitatively reveal the failure mechanism from a fine-view perspective. It is found that the toppling type dangerous rock is dominated by the rotational failure, while the falling type dangerous rock is dominated by tensile‒shear failure. Furthermore, a DIC-based early warning method is proposed for identifying the precursors of dangerous rock instability from a laboratory perspective. The results provide an important application and reference value for the study of dangerous rock prevention and reduction.
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