Investigations of the sequential excavation and reinforcement of an underground cavern complex using the discontinuous deformation analysis method

Fu, Xiaodong; Sheng, Qian; Zhang, Yonghui; Chen, Jian

doi:10.1016/j.tust.2015.06.010

Cited by 24 publications

(2 citation statements)

References 29 publications

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“…The main transformer chamber of the Dagangshan hydropower station, located in Sichuan Province, China, has been used as a case study 44,45 . The section of main transformer chamber is horseshoe shape, there are four groups of typical joints (J 1 , J 2 , J 3 , and J 4 ) in the arcuate region (the parameters of the joints are listed in Table 5).…”

Section: Verification Comparison and Application Of The Extended Dynamic Newmark Methodsmentioning

confidence: 99%

Extensions of the dynamic Newmark method for seismic stability analysis of a rock block

Sheng

et al. 2021

Num Anal Meth Geomechanics

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The Newmark sliding block method combined with block theory (referred to as the dynamic Newmark method) can be used to calculate the dynamic safety factor and the permanent displacement, which provides a quantitative tool to evaluate the dynamic stability of a rock block under seismic action. Frequent changes in the position of a rock block under seismic action may lead to the changes in contact areas and modes of contact between sliding faces. These problems that are not considered in the original dynamic Newmark method are solved to extend the dynamic Newmark method. First, the loop analysis method is introduced to obtain the contact polygonal faces of a sliding surface, and the simplex integration method is used to calculate the contact areas. Second, the reference point method is defined to identify the mode of contact between a structural plane and the surrounding rock mass, and the possible mode of motion of the rock block is determined. Based on these extensions of the dynamic Newmark method, an Extended Newmark Method (ENM) program is developed, and a verification example, three comparison cases, and an application are used to validate the correctness and effectiveness of the extended method. The results show that the ENM program can be used to calculate the effects of the change in contact areas and modes of contact on block motion, which better reflects the dynamic response of a rock block under seismic action compared with the original dynamic Newmark method.

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Section: Verification Comparison and Application Of The Extended Dynamic Newmark Methodsmentioning

confidence: 99%

Extensions of the dynamic Newmark method for seismic stability analysis of a rock block

Sheng

et al. 2021

Num Anal Meth Geomechanics

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“…2 As an implicit and displacement-based method, DDA have been successfully implemented on both static and dynamic problems in rock engineering. 3 In the past decades, many improvements have been made on the discontinuous computation framework for the analyses of rock slides, 4-7 tunnels, 8,9 seismic site response, 10,11 rock fragmentation, [12][13][14] rock dynamics, [15][16][17][18] hydraulic fracturing, [19][20][21][22][23] and thermo-hydro-mechanical problems. [24][25][26] Meanwhile, the implementation of three-dimensional DDA has gained popularity in various rock engineering problems.…”

Section: Introductionmentioning

confidence: 99%

Modified predictor‐corrector solution approach for efficient discontinuous deformation analysis of jointed rock masses

Zheng

Leung

Zhu

et al. 2018

Num Anal Meth Geomechanics

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Summary The high computational costs associated with the implicit formulation of discontinuous deformation analysis (DDA) have been one of the major obstacles for its implementation to engineering problems involving jointed rock masses with large numbers of blocks. In this paper, the Newmark‐based predictor‐corrector solution (NPC) approach was modified to improve the performance of the original DDA solution module in modeling discontinuous problems. The equation of motion for a discrete block system is first established with emphasis on the consideration of contact constraints. A family of modified Newmark‐based predictor‐corrector integration (MNPC) scheme is then proposed and implemented into a unified analysis framework. Comparisons are made between the proposed approach and the widely used constant acceleration (CA) integration approach and central difference (CD) approach, regarding the stability and numerical damping features for a single‐degree‐of‐freedom model, where the implications of the proposed approach on open‐close iteration are also discussed. The validity of the proposed approach is verified by several benchmarking examples, and it is then applied to two typical problems with different numbers of blocks. The results show that the original CA approach in DDA is efficient for the simulation of quasi‐static deformation of jointed rock masses, while the proposed MNPC approach leads to improved computational efficiency for dynamic analysis of large‐scale jointed rock masses. The MNPC approach therefore provides an additional option for efficient DDA of jointed rock masses.

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Spatiotemporal difference of deformation and failure affected by a large discontinuity in the surrounding rock mass: A case study at the Baihetan underground powerhouse

Shi,

Wang,

et al. 2024

Geological Journal

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The deformation and failure of the surrounding rock mass is a key issue during the construction of large‐scale underground powerhouse, and large discontinuities are likely to cause this problem in the presence of complex geological structures. This article takes the right bank underground powerhouse of the Baihetan Hydropower Station as a case study. In this case, deformation mutation of the surrounding rock mass occurred in the south section of the main powerhouse, with the maximum deformation reaching 178 mm, and the deformation and failure of different parts showed differences. A comprehensive study integrating field survey, site monitoring, laboratory test and numerical simulation was carried out. By field survey and monitoring, characteristics of deformation and failure are described, and the spatiotemporal difference in deformation is analysed. The stress evolution during excavation is studied based on numerical simulations, the mechanical response of rock is derived through laboratory tests, and the mechanism of spatiotemporal difference is revealed. The results indicate that the main reason for the spatiotemporal difference is the presence of slightly inclining interlayer shear zone C4. In the south section, the excavation‐induced stress concentration at the arch was enhanced due to C4, with the maximum principal stress exceeding 70 MPa, and the high compressive stress here triggered the deformation mutation of surrounding rock mass. After undergoing a stress path from concentration to unloading, the surrounding rock mass at the downstream sidewall was seriously damaged, and its deformation also mutated under approximately vertical stress. The mutation resulted in the uneven spatial distribution, large increment and time‐dependent feature of deformation.

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Investigations of the sequential excavation and reinforcement of an underground cavern complex using the discontinuous deformation analysis method

Cited by 24 publications

References 29 publications

Extensions of the dynamic Newmark method for seismic stability analysis of a rock block

Extensions of the dynamic Newmark method for seismic stability analysis of a rock block

Modified predictor‐corrector solution approach for efficient discontinuous deformation analysis of jointed rock masses

Spatiotemporal difference of deformation and failure affected by a large discontinuity in the surrounding rock mass: A case study at the Baihetan underground powerhouse

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