Displacement Of Rock Mass Research Articles

The development of unconsolidated sedimentary coastal cliffs (Pobrzeże Kaszubskie, Northern Poland)

In the course of fieldwork based on geological and landslide mapping and spatial analyses of map information at least 2 types of landslides were identified. Type I: simple landslides developed in homogeneous and undisturbed rocks, for instance – loams, clays and sands. This type of landslide includes many examples developed mainly on the stretch (segment of the studied area) approximately between 132.25 and 133.50 km and 128.50 and 129.50 km of the Polish coastline. Type II: complex landslides in which the movement and displacement of rock masses occurs under complex geological and hydrogeological conditions. The complex factors are determined by phenomena such as glaciotectonics, discontinuities of rock layers and thrust zones; the slip surface occurs at considerable depths, and sometimes several slip surfaces can be distinguished. These landslide types are located in the vicinity of Jastrzebia Gora and Rozewie, near km 134 and 131.5. Prediction of the formation of this landslide types is difficult. Even if long-term observations are available, the mass movement, variable over time, is difficult to interpret. It is clear that the changes are continuous, but occur with varying intensity. Proper recognition of the types of mass movement is crucial to establishing the appropriate methods to prevent their development.

Elastoplastic Analysis of Circular Openings in Elasto‐Brittle‐Plastic Rock Mass Based on Logarithmic Strain

Rock‐like materials, such as coal and soft rock, often manifest larger deformation features. The prediction values for displacement and failure region based on the commonly used small strain (SS) theory are generally larger than the field test results. Based on the Euler coordinate system, the logarithmic strain (LS) is employed to describe the actual deformation behavior. Both of the stresses and displacement of circular opening in elasto‐brittle‐plastic rock mass are formulated with differential equations. And a simple approach is proposed to solve the differential equations. The results show that the plastic radius depends on the elastic parameters, that is, Young’s modulus and Poisson’s ratio, which is different from SS theory. And the plastic radius and displacement of LS rock mass are smaller than those of SS rock mass, and the displacement of LS rock mass is absolutely smaller than the excavation radius. The proposed solutions can provide theoretical foundation for the optimization of supporting structure in underground engineering.

Prediction and Assessment of Lateral Displacement of Rock Mass Along the Length of the Horseshoe Cavern – A Numerical Modelling Approach

The stability of the underground structures is a key to successful underground mining. Caverns are large underground openings constructed in rock mass for a variety of purposes. The properties of intact rock mass are generally overshadowed by the properties of discontinuities, if the discontinuities are present. Mechanisms of deformation and failure of underground openings in jointed rock mass are determined by the characteristics of the geometrical distribution of discontinuities. This paper presents stability studies of a horseshoe cavern carried out using 3-Dimensional Distinct Element Code (3DEC). The horseshoe cavern has been created in a granitic formation which has a rock mass rating (RMR) value 65. Discontinuities were invoked into the model in the form of horizontal joint set, horizontal and vertical joint sets, horizontal and oblique joint sets and horizontal, vertical and oblique joint sets. Behaviour of the cavern was analysed under varied conditions, in terms of deformations at different locations in the cavern. Comparative analysis was carried out to find the relation between the horizontal displacements at all specified points for the models having intact rock mass as well as discontinuities using distinct element method.

Risk management by geotechnical monitoring for safe excavation of a large rock cavern: a case study

The present report highlights the methods used to monitor the rock mass behavior and performance of a cavern during excavation in order to verify and, if necessary, adjust the rock support to ensure safe construction at each stage of excavation. The present geotechnical monitoring practice for underground structures involves convergence monitoring with the help of optical targets and rock mass displacement with the help of borehole extensometers. More importantly, it involves detailed planning to finalize the position of each monitoring instrument, based on the location and orientation of geological features. It is equally important to ensure proper recording of monitoring data in order to analyze and take immediate action in case of any adverse situation. This requires dedicated high-end automated software, which can record, analyse and produce significant results from a large quantity of recorded data, to prevent what could otherwise be a catastrophic failure. Initially, geotechnical monitoring was carried out in the recently excavated zone of the cavern on a daily basis. Based on continuous monitoring data for at least 1 week, the frequency of subsequent monitoring can be decided. In most cases, the deformation of rock mass was considerably less than the alarming values which were calculated based on detailed design for different rock classes.

Calculation of rock mass stresses considering rock mass–support interaction in mines

The article describes a proved method to calculate stress state of support and surrounding rock mass, considering roof and wall rocks displacement until the contact with the support. The method is based on the use of the intact rock mass stiffness matrix formed prior to mining. Modeling of drivage using the method of initial stresses allows splitting the problem into two subproblems: the first subproblem is on mechanical state of rock mass during roof and wall rocks displacement, the second subproblem describes joint deformation of roof rock, walls rocks and support. The cases of stress calculation for rocks and support, considering support installation conditions, are described. The stress behavior depending on the value of roof and wall rocks displacement until the contact with the support is determined. The features of the method application in case of greatly different mechanical characteristics of rocks and support are discussed.

MONITORING OF THE UNDERMINED TERRITORIES OF KARAGANDA COAL BASIN ON THE BASIS OF SATELLITE RADAR INTERFEROMETRY

In the Karaganda coal basin, mines are located in close proximity to each other and to the city of Karaganda and ongoing mining operations are accompanied by a dangerous process of settling the earth's surface and monitoring are essential for the region's econ-omy. Underground mining leads to the formation of voids in the rock mass, which cause displacement of the earth surface. This paper demonstrates an innovative use of the integrated approach for monitoring on the example of Karaganda coal basin, which includes estimation of the rock mass displacement using leveling profile lines and satellite radar interferometry. It is proved that satellite radar interferometry provides reliable results of surface subsidence measurements in mining areas and can be used for con-sidered sort of monitoring.

MONITORING OF THE UNDERMINED TERRITORIES OF KARAGANDA COAL BASIN ON THE BASIS OF SATELLITE RADAR INTERFEROMETRY

Abstract. In the Karaganda coal basin, mines are located in close proximity to each other and to the city of Karaganda and ongoing mining operations are accompanied by a dangerous process of settling the earth's surface and monitoring are essential for the region's econ-omy. Underground mining leads to the formation of voids in the rock mass, which cause displacement of the earth surface. This paper demonstrates an innovative use of the integrated approach for monitoring on the example of Karaganda coal basin, which includes estimation of the rock mass displacement using leveling profile lines and satellite radar interferometry. It is proved that satellite radar interferometry provides reliable results of surface subsidence measurements in mining areas and can be used for con-sidered sort of monitoring.

A coupled elastoplastic damage model for brittle rocks and its application in modelling underground excavation

This study develops a coupled elastoplastic damage model for brittle rocks within the framework of irreversible thermodynamics. In the model, degradations in the deformation and strength of rocks induced by damage are considered in the elastic stiffness matrix and plastic yield criterion. The thermodynamic force associated with damage is expressed as a state function of elastic strain and the internal plastic variable. The damage potential and criterion, as functions of the thermodynamic force, are constructed to describe the damage evolution of rocks, and to determine whether they are damaged, respectively. Constitutive relationships, and their numerical formulations of a return mapping algorithm for finite element method implementation, are deduced under three different loading conditions: damage, plastic and coupled plastic damage. For engineering application, the developed model is implemented in the finite element programme Abaqus as a user-defined material model (UMAT). The coupled model is then used for simulating the re-distributed stress fields, displacement and EDZs of the sidewall rock mass around the underground powerhouse of the Wudongde hydropower plant.

Numerical Modeling of Explosive Loading on Strong Rock Mass with Discontinuity System in Depth 25 m

Effect of Explosion on underground structures where drilled on the stony materials can be affected by explosive strength and rock mass properties of tunnel. In this paper, it has been studied on effect of explosion of 10 tons TNT on the round tunnel (diameter: 10 m) in 25 m depth in the mass rocks (RMR > 90) to estimate stability of tunnel to construct underground structure. Regarding to the studied stones, geo-mechanical indices of rock mass have been found to use as strength criteria in UDEC. In the next step, tunnel in real dimensions and founded indices is modeled with UDEC and analyzed stably. Explosion wave indices are found by UFC Instruction and other experimental relations to administer force from explosion wave on the model. Finally, on the base of FISH, indices of explosion wave are administrated in UDEC and tunnel is analyzed dynamically. According to modeling in depth of 25 m, amount of displacement of drilled tunnel in mass rocks (RMR < 90) is very lower than standard criterion and the tunnel is very stable. Development of plastic zone, vertical and horizontal displacement of rock mass around the tunnel, speed variations and stress from explosion wave are modeled and recorded as the graphs and figures.

Considerations of rock dilation on modeling failure and deformation of hard rocks—a case study of the mine-by test tunnel in Canada

For the compressive stress-induced failure of tunnels at depth, rock fracturing process is often closely associated with the generation of surface parallel fractures in the initial stage, and shear failure is likely to occur in the final process during the formation of shear bands, breakouts or V-shaped notches close to the excavation boundaries. However, the perfectly elastoplastic, strain-softening and elasto-brittle-plastic models cannot reasonably describe the brittle failure of hard rock tunnels under high in-situ stress conditions. These approaches often underestimate the depth of failure and overestimate the lateral extent of failure near the excavation. Based on a practical case of the mine-by test tunnel at an underground research laboratory (URL) in Canada, the influence of rock mass dilation on the depth and extent of failure and deformation is investigated using a calibrated cohesion weakening and frictional strengthening (CWFS) model. It can be found that, when modeling brittle failure of rock masses, the calibrated CWFS model with a constant dilation angle can capture the depth and extent of stress-induced brittle failure in hard rocks at a low confinement if the stress path is correctly represented, as demonstrated by the failure shape observed in the tunnel. However, using a constant dilation angle cannot simulate the nonlinear deformation behavior near the excavation boundary accurately because the dependence of rock mass dilation on confinement and plastic shear strain is not considered. It is illustrated from the numerical simulations that the proposed plastic shear strain and confinement-dependent dilation angle model in combination with the calibrated CWFS model implemented in FLAC can reasonably reveal both rock mass failure and displacement distribution in vicinity of the excavation simultaneously. The simulation results are in good agreement with the field observations and displacement measurement data.

Recent strong earthquakes in Central Asia: regular tectonophysical features of locations in the structure and geodynamics of the lithosphere. Part 1. Main geodynamic factors predetermining locations of strong earthquakes in the structure of the lithosphere in Central Asia

Studying locations of strong earthquakes (М≥8) in space and time in Central Asia has been among top prob-lems for many years and still remains challenging for international research teams. The authors propose a new ap-proach that requires changing the paradigm of earthquake focus – solid rock relations, while this paradigm is a basis for practically all known physical models of earthquake foci. This paper describes the first step towards developing a new concept of the seismic process, including generation of strong earthquakes, with reference to specific geodynamic features of the part of the study region wherein strong earthquakes were recorded in the past two centuries. Our analysis of the locations of М≥8 earthquakes shows that in the past two centuries such earthquakes took place in areas of the dynamic influence of large deep faults in the western regions of Central Asia. In the continental Asia, there is a clear submeridional structural boundary (95–105°E) between the western and eastern regions, and this is a factor controlling localization of strong seismic events in the western regions. Obviously, the Indostan plate’s pressure from the south is an energy source for such events. The strong earthquakes are located in a relatively small part of the territory of Central Asia (i.e. the western regions), which is significantly different from its neighbouring areas at the north, east and west, as evidenced by its specific geodynamic parameters. (1) The crust is twice as thick in the western regions than in the eastern regions. (2) In the western regions, the block structures re-sulting from the crust destruction, which are mainly represented by lense-shaped forms elongated in the submeridio-nal direction, tend to dominate. (3) Active faults bordering large block structures are characterized by significant slip velocities that reach maximum values in the central part of the Tibetan plateau. Further northward, slip velocities decrease gradually, yet do not disappear. (4) In the western regions of Central Asia, the recurrence time of strong earthquakes is about 25 years. It correlates with the regular activation of the seismic process in Asia which is mani-fested in almost the same time intervals; a recurrence time of a strong earthquake controlled by a specific active fault exceeds seems 100–250 years. (5) Mechanisms of all the strong earthquakes contain a slip component that is often accompanied by a compression component. The slip component corresponds to shearing along the faults revealed by geological methods, i.e. correlates with rock mass displacements in the near-fault medium. (6) GPS geodetic meas-urements show that shearing develops in the NW direction in the Tibet. Further northward, the direction changes to the sublatitudinal one. At the boundary of ~105°E, southward of 30°N, the slip vectors attain the SE direction. Further southward of 20°N, at the eastern edge of the Himalayan thrust, the slip vectors again attain the sublatitudinal direc-tion. High velocities/rates of recent crust movements are typical of the Tibet region. (7) The NW direction is typical of the opposite vectors related to the Pacific subduction zone. The resultant of the NE and NW vectors provides for the right-lateral displacement of the rocks in the submeridional border zone. (8) The geodynamic zones around the cen-tral zone (wherein the strong earthquakes are located) are significantly less geodynamically active and thus facilitate the accumulation of compression stresses in the central zone, providing for the transition of rocks to the quazi-plastic state and even flow. This is the principal feature distinguishing the region, wherein the strong earthquakes are loca-ted, from its neighboring areas. In Central Asia, the structural positions of recent strong earthquakes are determined with respect to the following factors: (1) the western regions separated in the studied territory; (2) the larger thickness of the crust in the western regions; (3) strong submeridional compression of the crust and upper lithosphere in combination with shear stresses; (4) high rates of recent crustal movements; and (5) the rheological characteristics of the crust.

터널 굴착하중 조건에서의 절리암반의 탄성계수 예측

절리를 포함한 암반에서 터널굴착시 발생하는 내공변위는 터널의 안정성과 필요 확보공간 및 시공성을 위해서 매우 중요한 인자이다. 터널굴착시 발생할 수 있는 내공변위의 크기는 탄성계수가 큰 영향을 미치는 인자이며 특히 절리면이 터널거동을 지배하는 암반에서는 신뢰성 있는 절리암반의 탄성계수를 산정하는 것은 매우 중요하다. 절리암반의 탄성계수는 암석종류, 절리조건, 하중조건 등과 같은 많은 인자에 의해서 영향을 받는다. 그럼에도 불구하고 기존의 대부분의 연구는 암석 및 절리, 터널 굴착하중 조건 등을 체계적으로 고려하지 않고 압축하중 조건에 근거한 대략적인 경험식에 초점을 두고 있다. 그러므로 본 연구에서는 터널 굴착하중 조건에서의 절리암반의 탄성계수를 보다 합리적으로 추정하기 위하여 암석 및 절리조건을 체계적으로 고려하였다. 본 연구에서는 암석종류, 절리전단강도, 절리경사각, 절리군의 수 및 절리간격을 해석인자로서 고려하였다. 다양한 암석 및 절리조건을 고려하여 수치해석적 매개변수 연구를 수행하였고, 그 결과를 기존의 경험적인 방법들과 비교분석하였으며, 다양한 암석 및 절리조건에서의 탄성계수에 대한 변화도표를 제시하였다. 본 연구를 통해 얻어진 결과는 절리암반에서 터널굴착으로 인해 발생되는 터널 내공변위를 파악하는데 실무적으로 활용될 수 있을 것으로 기대된다. Tunneling-induced displacement in a jointed rock mass is an important factor to control tunnel stability and to secure a demanded space and construction quality. The magnitude of the inducible displacements is significantly affected by an elastic modulus and therefore, in a rock mass where a joint controls tunnel behavior, it is very important to estimate an elastic modulus of jointed rock mass reliably. Elastic modulus of jointed rock mass is affected by many factors such as rock type, joint condition, and loading condition. Nevertheless, most existing studies were focused on rough empirical relationships based on compressive loading conditions, which are different from tunnel excavation loading conditions, without a systematic approach of rock, joint, and loading conditions together. Therefore, this study considered rock and joint conditions systematically to estimate an elastic modulus of jointed rock mass under tunnel excavation loading. The controlled factors considered in this study are rock types and joint conditions (joint shear strength, joint inclination angle, number of joint sets, and joint spacing). Numerical parametric studies have been carried out with a consideration of different rock and joint conditions; the results have been compared with existing empirical relationships; and charts of elastic modulus change of different rock and joint conditions have been provided. The results are expected to have a great practical use for estimating the convergence induced by tunnel excavation in jointed rockmass.

Dynamic response of underground gas storage salt cavern under seismic loads

A dynamic elastoplastic damage constitutive model is proposed based on the failure characteristic of rock salt under seismic loads. The coding of the proposed model is achieved by the embedded FISH (short for FLACish) language of FLAC3D (Fast Lagrangian Analysis of Continua). Numerical models of bedded salt cavern gas storage facilities in China are developed by using FLAC3D, and the proposed constitutive model is used in the simulations. The effects of seismic input angle, seismic acceleration, seismic moment, types of seismic waves, and gas pressure on the dynamic response, stress, displacement, plastic zone, and safety factor (SF) of rock masses that surround salt cavern gas storage facilities are studied. Results show that the seismic wave perpendicular to the surface poses the greatest risk to the safety of the cavern. With an increase in seismic acceleration, the cavern’s SF decreases and that of the lower structure of the cavern decreases more than that of the upper section. Plastic zones propagate from the cavern’s internal surface to the pillar, and then to the pillar and floor along the right and left corners of the cavern bottom. Higher internal gas pressure improves cavern safety. The acceleration and duration of seismic waves are critical factors in ensuring the safety of the cavern. The SF of the cavern’s lower structure is more sensitive to changes in seismic parameters than that of the other locations, which makes the cavern bottom more likely to be destroyed during an earthquake. Therefore, the lower structure should be the study target in the seismic design for a salt cavern gas storage facility. Results have been used in the seismic design of salt cavern gas storage facilities in China.

Study on Floor Pressure Relief Law of Simultaneous Mining Working Faces in close Distance Seam Group of Dongsheng Coalfield

In order to research floor pressure relief law of shallowly buried descending coal-mining working face covered with thin soft bedrock in Dongsheng coalfield , taking Lijiahao coal mine for example, firstly, to calculate the impact depth was 18.86m by the theoretical formula, then analyzing coal and rock mass stress and displacement variation of the upper work surface to its floor during mining based on numerical simulation. Obtaining coal and rock pressure relief depth of the floor was 70m, with the working face advancing, the pressure relief depth and range became larger, to achieve stable at a certain number;affected by the mining of 2-2 coal, coal and rock mass strength of its floor was weak, the largest damage depth was about 18m,this result would provide a basis to the roadway of the 3-1 coal in different coal pitch; affected by the mining, the goaf overburden and floor of 2-2 coal working face appeared "O" shape fracture zone, the floor rock fissure of 2-2 coal got through to the roof of 3-1 coal,cracks formed transfixion,which made the pressure change of 3-1 coal working face, Mine pressure appearance tended to be ease, it would be easily control if the roadway of 3-1 coal was arranged in the area of pressure relief. The theoretical results would be useful to actual production.

Forecast of excavation stability in weak iron ore in terms of the Yakovlevsky deposit

The issues of physico-mechanical properties of ore and rocks, measurement of displacements in rock mass around underground excavations, stability of the excavations, selection of types and parameters of supports are studied in the article in terms of the Yakovlevsky iron ore deposit.

Analysis of Displacement and Deformation Caused by Underground Mining in one Coal Mine of China

A hyperbolic tangent function model was used to make analysis for the rock mass displacement and deformation caused by underground mining, the model is verified correctness through real engineering practice. The cracking damage of the above buildings was analyzed using the model; the result could provide guidance for the underground mining and safe production.

Numerical Analysis of a Shallow-Buried Portal in Expressway Tunnel with Weak Rockmass

Aiming at the problems in construction for a shallow-buried and unsymmetrical loading portal in Banzhulin Tunnel in Yu-Xiang expressway, the finite element simulation were carried on to study the behavior for bench excavation method. Main results of numerical analysis as follows:the displacement of surrounding rock of right tunnel(as AR)at the horizontal direction is large and may larger than that of the left tunnel(as AL) at the vertical direction,and the largest deformation is 22.63mm,occuring at the key point DL. Compared with the data of monitoring measurement, the correctness of this simulation was proved.The behavior for deformation and stress of mountain tunnels as Banzhulin is basically mastered,and the displacement of rockmass is the key factor in tunnelling.

Estimating the deformation modulus of jointed rock mass under multilateral loading condition using analytical methods

Determination of rock mass deformation modulus is very important in different projects, especially in civil and mining engineering works. In-situ measurements such as dilatometer, plate load and flat jack methods may be applied to determine the deformation modulus. However, these methods are very expensive and time- consuming. Analytical methods are very useful approaches which can also be used to estimate rock mass deformation modulus. Using these methods, the parameters influencing the rock mass modulus can also be evaluated. Analytical methods are based on the resultant displacement of rock mass and joints which are finally used to predict the rock modulus. It should be mentioned that none of the available analytical models could present a model to consider the effect of lateral stresses on rock mass modulus calculations. Therefore, this paper tries to investigate the effect of intermediate principal stress (σ2) and minimum principal stress (σ3) on the deformation modulus of jointed rock mass.

Coupled hydro-mechanical effect of a fractured rock mass under high water pressure

To explore the variation of permeability and deformation behaviors of a fractured rock mass in high water pressure, a high pressure permeability test (HPPT), including measuring sensors of pore water pressure and displacement of the rock mass, was designed according to the hydrogeological condition of Heimifeng pumped storage power station. With the assumption of radial water flow pattern in the rock mass during the HPPT, a theoretical formula was presented to estimate the coefficient of permeability of the rock mass using water pressures in injection and measuring boreholes. The variation in permeability of the rock mass with the injected water pressure was studied according to the suggested formula. By fitting the relationship between the coefficient of permeability and the injected water pressure, a mathematical expression was obtained and used in the numerical simulations. For a better understanding of the relationship between the pore water pressure and the displacement of the rock mass, a 3D numerical method based on a coupled hydro-mechanical theory was employed to simulate the response of the rock mass during the test. By comparison of the calculated and measured data of pore water pressure and displacement, the deformation behaviors of the rock mass were analyzed. It is shown that the variation of displacement in the fractured rock mass is caused by water flow passing through it under high water pressure, and the rock deformation during the test could be calculated by using the coupled hydro-mechanical model.

Numerical Analysis for the Excavation of Geotechnical Material in Tunnel and Grouting Effect

Gravity forces can significantly affect the support pressure required for equilibrium of a tunnel, especially in shallow tunnels, weak materials and/or large excavations. In the present paper, the calculation model is founded by FLAC3D, to study the effect of tunnel excavation to the rock mass. In the modeling, different types of material are considered, and different loads are considered. And finally, the effect of grouting in tunnel is studied to compare the shear strain increment and vertical displacement of rock mass.