3D key‐group method for slope stability analysis

Noroozi, Mehdi; Jalali, Seyed‐Mohammad Esmaeil; Yarahmadibafghi, A.R.

doi:10.1002/nag.1074

Cited by 24 publications

(12 citation statements)

References 20 publications

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“…Yarahmadi-Bafghi and Verdel [17] extended KBT to a key-group method, which considered not only individual key blocks but also groups of collapsible blocks and explained how to identify the key groups. Continuously, Noroozi et al [18] performed a rock slope stability analysis using the key-group method under 2D and 3D conditions, and the outcomes of the 3D analysis were in good agreement with reality and the results of 2D analysis. Firpo et al [19] conducted a rocky slope stability analysis using both digital terrestrial photogrammetry and distinct element numerical method.…”

Section: Introductionmentioning

confidence: 86%

Jointed Surrounding Rock Mass Stability Analysis on an Underground Cavern in a Hydropower Station Based on the Extended Key Block Theory

Jia

Lian

et al. 2017

Energies

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Abstract:The jointed surrounding rock mass stability is of utmost importance to integral stability during the construction and long-term safety operation of the underground caverns in hydropower stations. The key blocks play a significant role in the integral stability of the jointed surrounding rock mass, therefore it is critical to determine the location, size, and failure mode of random key blocks. This paper proposes an improved method combining the traditional key block theory (KBT) and the force transfer algorithm to accurately calculate the safety factors of probabilistic key blocks in the surrounding rock mass. The force transfer algorithm can consider the interactions between the internal blocks. After the probabilistic characteristics of the joint fissures are obtained, the stereographic projection method is employed to determine the locations of dangerous joints. Then the vector analysis method is used to search the random blocks, determine the sliding directions of random blocks, and calculate the block sizes and safety factors near the free surface of the underground cavern, which can be used to comprehensively evaluate the surrounding rock mass stability. The above numerical results have provided powerful guidance for developing a reinforcement system for the surrounding rock mass.

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Section: Introductionmentioning

confidence: 86%

Jointed Surrounding Rock Mass Stability Analysis on an Underground Cavern in a Hydropower Station Based on the Extended Key Block Theory

Jia

Lian

et al. 2017

Energies

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“…They also added a Sarma based analysis for key group method to consider inter-block forces [19]. Key group method was further extended to three dimensions by Noroozi et al [20].…”

Section: Key Group Methods Proposed By Yarahmadi Andmentioning

confidence: 99%

Discontinued Rock Slope Analysis through a New TFS-KGM Analytical Method

محبی

بافقی

مرجی

et al. 2019

anm

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KeywordsAbstract Slope stability analysis of jointed rocks has been the focus of many studies. The presence of joints and discontinuities in rock environments intensifies instability along with the development of block movements. Many analytical and numerical methods have been proposed and applied to analyze the stability of jointed rock slopes. Computation complexity, incapability of presenting a reliable safety factor to be used for developing a proper design operation and improper analysis speed are the known challenges of these methods. This paper has developed the well-known analytical Key Group Method (KGM) to Toppling-Free fall-Sliding Key Group (TFS_KGM) version. To this end, toppling and free fall failure are added to the existing method in order to have a better analysis of jointed rock slopes. In this method, unstable key blocks participate in creating groups which may rotate or free fall besides sliding. The new TFS_KGM computes stability conditions and final safety factors based on the most unstable sliding, rotating and free fall movements with consideration of in situ stresses. Results of using this method in jointed rock slopes and the comparison with DEM numerical, KBM and KGM analytical methods show that the method is very effective particularly when the geometrical conditions of the jointed rocks make the toppling and free fall failures potentially possible. The method demonstrates a simple computation method along with a proper analysis speed. It also provides accurate design safety factors and much more optimized critical failure areas than previous methods.

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“…Block theory was early proposed by Dr Shi in the 1970s, later in 1985, professor Goodman and Dr Shi wrote their first book, which heralded the formal formation of the block theory . Since it was proposed, the block theory had rapidly developed in such areas as block identification, uncertainty analysis, and support design, and was also wildly used in many fields, including the slopes, tunnels, and dam foundations . The existing researches were mainly static analysis, and the earthquake action is reduced to a constant inertia force imposed on the rock block, which is called as the quasi‐static method .…”

Section: Introductionmentioning

confidence: 99%

“…12 Since it was proposed, the block theory had rapidly developed in such areas as block identification, uncertainty analysis, and support design, [13][14][15][16][17] and was also wildly used in many fields, including the slopes, tunnels, and dam foundations. [18][19][20][21][22][23][24] The existing researches were mainly static analysis, and the…”

mentioning

confidence: 99%

Seismic stability analysis of a rock block using the block theory and Newmark method

Sheng

Tang

et al. 2019

Num Anal Meth Geomechanics

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Summary Seismic stability analysis of a rock block is an important issue in the field of rock mechanics and rock engineering. To solve this problem, the block theory and the Newmark method are combined, and a general method for seismic response of a rock block is introduced. First, the formation method of a three‐dimensional rock block, which includes establishing a topological relationship among the block‐polygon face‐edge‐vertex and dividing a complex block into convex subblocks, is presented, and the simplex integration method is employed to calculate the volume of a rock block and the areas of the polygonal faces. Second, the assumptions and algorithms of the general method for seismic response of a rock block are detailed. The dynamic analysis is carried out in time step. In each time step, the key technologies including analysis of the seismic force and motion mode, trial of the incremental displacement, check for the block entrance, and update of the motion parameters are performed in order. Last, two verification examples and three application examples including a wedge, a rock block of slope, and a combined rock block are used to analyze the correctness and practicality of the general method. The results show that, for a given ground motion record, the Newmark program can effectively simulate the dynamic response process of the motion mode, velocity, and safety factor of the rock block, and the permanent displacement under the earthquake action is obtained, which provides a quantitative parameter to evaluate the dynamic stability of a rock block.

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3D key‐group method for slope stability analysis

Cited by 24 publications

References 20 publications

Jointed Surrounding Rock Mass Stability Analysis on an Underground Cavern in a Hydropower Station Based on the Extended Key Block Theory

Jointed Surrounding Rock Mass Stability Analysis on an Underground Cavern in a Hydropower Station Based on the Extended Key Block Theory

Discontinued Rock Slope Analysis through a New TFS-KGM Analytical Method

Seismic stability analysis of a rock block using the block theory and Newmark method

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