Three-dimensional analysis of pit slope stability in anisotropic rock masses

Sainsbury, David; Sainsbury, Bre-Anne

doi:10.36487/acg_rep/1308_45_sainsbury

Cited by 12 publications

(15 citation statements)

References 1 publication

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“…By comparing the numerical simulation results with the field monitoring data, the model fitting error of the horizontal convergence between the vault settlement and the construction entrance side of the tunnel was mainly negative, with a maximum error of −1.03 cm; the model fitting error of the horizontal convergence between the construction exit side was positive, with a maximum error of 0.86 cm. The difference between the measured field deformation value and the simulated value was small, so it is feasible to simulate tunnel excavation in layered rock using the ubiquitous joint model [18][19][20][21].…”

Section: Comparison Of Measurements and Simulation Resultsmentioning

confidence: 99%

Deformation Analysis of the Rock Surrounding a Tunnel Excavated through a Gently Dipping Bed

Gao

Luo

et al. 2022

Applied Sciences

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To investigate the deformation and stability of the rock surrounding a tunnel excavated through layered rock, a three-dimensional numerical simulation was conducted to compare and analyze the right line of the YD2K100+560–630 two-stage docking cross-section of the Yuelongmen Tunnel using a ubiquitous joint model. Based on 3-D numerical simulations, the following conclusions were drawn: (1) The excavation on the construction entrance side significantly disturbed the construction exit side, and the exit side was more disturbed in the steeply dipping layer than in the gently dipping layer. (2) The influence of the dip angle of the laminae on the uplift of the tunnel invert was greater than the influence on the tunnel vault settlement when the laminae were oriented perpendicular to the trend of the tunnel and two-stage docking excavation was used. (3) When two-stage excavation was applied to gently inclined laminated rock, there was an obvious disturbance to both the top of the tunnel (less than one time the diameter of the through face; and to the bottom of the tunnel within 0.5 time the diameter of the through face on the side with the stopping construction exit side during the tunnelling process. When tunnel excavation was conducted against the trend of the layer, there was obvious disturbance to the top of the tunnel within 0.5 time the diameter of the through face and to the bottom of the tunnel within one time the diameter of the entrance face) on the construction exit side during the tunnelling process due to the presence of laminae. The excavation on the construction entrance side significantly disturbed the construction exit side. When docking and penetrating layered rock tunnels, priority should be given to docking and penetrating in the direction corresponding to the layers, and temporary support on the exit side should be strengthened to ensure the deformation stability of the surrounding rock mass.

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Section: Comparison Of Measurements and Simulation Resultsmentioning

confidence: 99%

Deformation Analysis of the Rock Surrounding a Tunnel Excavated through a Gently Dipping Bed

Gao

Luo

et al. 2022

Applied Sciences

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“…Most of the algorithms reported in the literature base the semiautomatic identification of discontinuity families from point clouds on the detection of planes only gm, which in general simplifies and solves the geometry almost realistically. However, in some geological environments such as curved fractures by cooling (Pollard and Aydin, 1988;Glastonbury and Fell, 2000;Sainsbury and Sainsbury 2013;Stead et al, 2006;Crider, 2015;Stead and Wolter, 2015), discontinuities outline curved surfaces that require the intervention of the Bingham model, which can be analyzed with the methodology here proposed.…”

Section: Discusionmentioning

confidence: 99%

Untitled

2021

revmexcg

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This work presents a methodology for the statistical validation of discontinuity surfaces obtained from point clouds using digital photogrammetry from drones. Our methodology allows you to review the quality of the data obtained with photogrammetry and decide whether these measurements are representative of the discontinuity surfaces that they analyze. It consists of three steps, the first one being a shape analysis that allows defining which statistical model should be used: Fisher for circularly symmetric clusters or Bingham fits better for axially symmetric clusters. This step also makes the most significant difference to other works since our methodology starts from the premise that not all discontinuity surfaces are flat. Therefore, Fisher parameters do not allow validating data that do not correspond to a plane.In the second step of the methodology, we calculate the consistency parameters that depend on the statistical model defined in step 1. The parameters are similar for both models; both estimate κ which indicates how much the sample is concentrated around the mean orientation and validates the existence of this and which is the value of the generating angle of a cone with a 95 % confidence limit that it contains within the mean orientation.Finally, step 3 is used when there are control measurements to compare the point cloud data and define if both samples characterize the same discontinuity surface in the rock mass.The results obtained on a rock outcrop allowed us to observe that the measurements obtained from the drone faithfully represent the discontinuity surface analyzed when these were compared with the measurements made manually with the compass. Furthermore, the dispersion parameters (𝜅 and 𝛼 95 ) yielded results that make it possible to ensure that 1) there is a preferential direction (mean orientation) and 2) the mean orientation is representative of the entire measured surface.

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“…In this case, the actual joint fabric and intact rock bridges are explicitly simulated. However, due to current computational constraints, it is not possible to explicitly behaviour on pit slope stability at the MMG Century Mine the Ubiquitous Joint Rock Mass (UJRM) modelling technique developed by Sainsbury and Sainsbury (2013) has been applied. Stead (2015) states that the UJRM modelling technique has considerable potential for future landslide and rock slope investigations in shale rock masses.…”

Section: Numerical Simulation Of Anisotropic Rock Mass Strength and D...mentioning

confidence: 99%

Three-dimensional analysis of complex anisotropic slope instability at MMG’s Century Mine

Sainsbury¹,

Sainsbury

Sweeney³

2016

Mining Technology

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Anisotropic and foliated rock masses present particular difficulties in the assessment of pit slope stability. Although many attempts have been made to describe the strength of rock masses that exhibit a preferred orientation of weakness, no general methodology has emerged throughout the literature to simulate anisotropic behaviour in a three-dimensional numerical model of pit slope stability. In order to simulate the effect of the anisotropic shale rock mass on pit slope stability at MMG Limited's (MMG) Century Mine, the Ubiquitous Joint Rock Mass (UJRM) method has been applied. This paper outlines the methodology that was used to assist mine personnel in the management of complex anisotropic slope instability that jeopardised the recovery of 1.8 million tonnes of zinc ore.

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Three-dimensional analysis of pit slope stability in anisotropic rock masses

Cited by 12 publications

References 1 publication

Deformation Analysis of the Rock Surrounding a Tunnel Excavated through a Gently Dipping Bed

Deformation Analysis of the Rock Surrounding a Tunnel Excavated through a Gently Dipping Bed

Untitled

Three-dimensional analysis of complex anisotropic slope instability at MMG’s Century Mine

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