Slide Software Research Articles

Анализ устойчивости откосов горной дороги месторождения Camarioca Este компании Comandante Ernesto Che Guevara

In the framework of the study, numerical modelling has been conducted to calculate the slope stability of the mining road of the Camarioca Este deposit developed by the Empresa Comandante Ernesto Che Guevara Company. A geotechnical analysis of the deposit area has been carried out, as well as geological surveys to detect the areas prone to stability degradation. A geotechnical model including soil layers, properties of materials, and loading conditions was developed by using software. In order to assess the mining road slope stability, the limit equilibrium methods, in particular, the Morgenstern-Price method have been applied. This method is based on the limit equilibrium principle and the rock shear strength theory. Using the Slide software, the reserve factor has been calculated for different conditions. Modelling and calculation of the reserve factor have been conducted for two conditions: not considering factors reducing stability and considering such factors, namely the seismic level impact and rainfall effects. To determine the parameters of seismic acceleration in the region, the Cuban standard NC 46—2017 of the National Center of Seismological Research of Cuba has been applied. Three sectors with the potential level of stability reduction corresponding to stations with marks 0+250.00 m — 0+306.70 m, 0+380.00 m — 0+420.00 m, and 2+280.00 m — 2+291.68 m have been studied as the fundamental results; the reserve factors have been calculated considering seismic acceleration and intensive precipitation and are equal to 0.80, 1.45, and и 0.91, respectively.

Stability analysis of Hub dam under rapid drawdown

Abstract The purpose of this study was to calculate the Hub dam’s slope stability analysis in a rapid drawdown scenario. Using the slide software, we compared four distinct analytic techniques – the Bishop, Janbu, ordinary way of slicing, and Morgenstern-Price approach – to determine whether or not a given slope would remain stable at the highest possible water level. According to the simulation outcomes, the portion of the dam upstream directly impacts the safety factor. The upstream safety factors, calculated using the Bishop approach, are 2.122 for steady-state seepage and 2.023 for the fast drawdown scenario. This ensures the Hub dam’s stability even under rapid drawdown conditions.

Association of Nuclear VDR Immunoexpression with Breslow’s Thickness in Acral Melanoma

Background: Acral melanoma (AM) is a subtype of malignant melanoma (MM) that has a predilection for glabrous skin and is the most common type of melanoma among Asians. Depth of invasion is one of the prognostic factors in AM. VDR may have an association with depth of invasion in AM. However, reports from Asian patients are still lacking. The aim of this study was to explore the association between VDR immunoexpression and depth of invasion in AM patients in Bandung, Indonesia.Methods: This study was a retrospective cross-sectional study that analyzed the nuclear and cytoplasm VDR expression of melanoma cells and its association with Breslow’s thickness in patients with AM in Dr. Hasan Sadikin General Hospital Bandung. VDR immunostaining was performed on paraffin blocks. The Breslow thickness was measured using dot slide software. Chi square statistical analysis was done to determine the results.Results: Of the 30 patients, 73% had a Breslow thickness of >4 mm. There was a significant inverse association between nuclear VDR immunoexpression and Breslow thickness of AM (p<0.001), but not for cytoplasmic VDR immunoexpression (p=0.914). Conclusion: Low nuclear VDR immunoexpression is associated with the depth of invasion in AM. Nuclear VDR immunoexpression possibly affect progression and should be considered before administration of vitamin D therapy in AM.

STUDY OF SLOPE STABILITY IN INGGRAMUI VILLAGE, MANOKWARI DISTRICT, WEST PAPUA PROVINCE

This research was conducted in Inggramui Village, Manokwari Regency, West Papua Province because visually, there were indications of a decline in soil conditions caused by the intensity of rainfall or the water flow on the slope surface. The problem that is the focus of the research is determining the value of the Safety Factor (FK) in the original conditions and building design at the research location. Furthermore, this research aims to compare and recommend safe or stable slope geometry with FK at the research location using Rockscience Slide software version 6.0. The results of the FK value calculation interpretation based on Rockscience Slide Version 6.0 software show that the original slope FK value based on the Fellenius method is 0.939. In contrast, the Bishop method produces a value of 0.999. For the actual slope height with changes in slope, the FK value based on the Fellenius method is 1.266, and the Bishop method produces a value of 1.331. On the other hand, for the original slope with changes in slope height, the FK value based on the Fellenius method is 1.250, and the Bishop method produces a value of 1.275. From the calculation results, the FK value of the design is included in the category of landslides that rarely occur (slopes are relatively stable) compared to the FK value of the hill in its original condition.

Investigation on the disaster mechanism and dynamic evolution of a dump slope using experimental and numerical methods: Case study, Kunyang phosphate mine, China

Dump slope is mainly attributed to the deep excavation of a mine. In the present work, the dump in Kunyang phosphate mine located in Sanjia Village was investigated. The geographic and geologic settings were first studied according to the field investigation. Aiming at the actual dump scenario, a rainfall system was designed to simulate the process of dump instability induced by rainfall. The novelty lies in conducting comprehensive tests on fundamental parameters, including water content, particle size, compactness, and engineering mechanical properties, through analogous simulation experiments. In addition, the SLIDE software was adopted to analyse the dumps in each mining area and subsequently determine the sliding disaster mode of the dumps in Kunyang phosphate mine. The comparative analysis of the dumps in these different mining areas showed that the dump in No. 6 mining area has a greater factor of safety (FS) and better stability (instability will not occur). Secondly, the stability of the dumps in No. 2, No. 3 and No. 4 is better than that in No. 5, but they have not reached the ultimate equilibrium state (instability will not occur). Nevertheless, the FS of the dump in No. 1 mining area approached or even fell below 1. Thus, it is predicted that a small‐scale landslide disaster may have occurred (instability). Moreover, the dynamic evolution characteristics of dump disasters with different accumulation densities were revealed by model device tests. Finally, the obvious tube surge phenomenon before sliding was observed.

Road cut slope stability analysis for static and dynamic (pseudo-static analysis) loading conditions

Abstract Slope instability has been identified as one of the most natural and man-made disasters that can lead to the life of humans in danger and enormous loss of capital. The roads which pass on the hilly and mountainous terrains are frequently affected by slope failures since hilly and mountainous areas are characterized by variable topographical, geological, hydrological, and land-use conditions. Slope stability analysis was carried out using FEM (plaxis 2D) and LEM (slide software). The stability analysis covers both static and dynamic (in pseudo-static analysis) loading conditions on soil and rock material along selected critical slope sections. Two soil-critical slope sections and two rock-critical slope sections are analyzed in this study. The strength reduction method and method of the slice with Mohr–Coulomb model were used in FEM and LEM, respectively. The slope stability analysis was carried out for both dry and wet states of the soil and rock material along the critical slope sections (i.e., static dry, dynamic dry, static wet, and dynamic wet). The analysis result shows that the total displacement of the slope along soil critical slope section one is (0.58703, 0.58755, 2.35, and 2.38 m), along soil critical slope section two is (0.6574, 0.6621, 1.2841, and 1.2872 m), along rock-critical slope section one is (4.8624, 4.8672, 17.8463, and 17.8512 m) and total displacement along rock-critical slope section two is (3.8365, 3.8391, 11.437, and 11.6275 m) during static dry, dynamic dry, static wet, and dynamic wet loading conditions, respectively. In general, the result shows soil critical slope sections one and two are stable in dry conditions and unstable in wet conditions. Rock-critical slope sections are stable during the dry and wet states of the slope.

Generic form of stability charts using slide software for rock slopes based on the Hoek–Brown failure criterion

Generic form of stability charts using slide software for rock slopes based on the Hoek–Brown failure criterion

Relationship of Rock Geomechanics and Coal Mine Slope Safety Factor in South Sumatra Region, Indonesia

The research location is in the coal mine area South Sumatera region, Indonesia. This study aims to determine the geomechanics relationship of the rock which includes the physical properties of the rock: bulk density, and mechanical properties of the rock (shear strength), cohesion and internal shear angle to the safety factor of the coal mine slopes in the study area. Field research is carried out by observing and measuring directly in the field in the following ways: (a) Measuring slope azimuth, slope, dip direction and slope height and width using a measuring tape and geological compass. (b) Rock description based on physical characteristics (megascopic) and rock sampling for testing the physical and mechanical properties of the rock in the laboratory. (c) Observing the general condition of water from rock slopes (dry, moist, watery, wet or flowing) and slope vegetation. 2. Cohesion values and internal shear angles are secondary data obtained from PT. X which has been analyzed in the laboratory. 3. Slope modeling was carried out using Rocscience Slide software. This shows that the smaller the rock density value, the greater the rock cohesion value. The greater the cohesion value of the rock, the smaller the value of the shear angle on the rock. The smaller the value of the shear angle in the rock, the greater the value of the safety factor of the rock slope.

Seepage Quantity Analysis Beneath Concrete Dams with Various Sheet Piles using Different Numerical Models

Seepage is a dangerous phenomenon under hydraulic structures and the main cause of failure and damage to dams when neglected and not processed. This study evaluates the numerical effects of the sheet piles' quantity, depth, and spacing beneath a concrete dam with isotropic and homogenous foundations on the seepage rate, pressure head, and exit gradient. The solutions were obtained using SEEP/W code in GeoStudio software 2018 for three configurations using single, double, and triple sheet piles. In addition, SLIDE software 6.02 was examined using single and double sheet piles. Dimensional analysis was applied to draw the dimensionless variables that affect the seepage rate and exit gradient, and all tests were repeated for three different sheet pile depths and distances from the heel of the dam. The findings showed that the seepage rate in all studied configurations reduced when sheet pile depth increased. The position of the sheet pile from the dam's toe significantly decreased the seepage rate in cases using single and double sheet piles, while in cases using three-sheet piles, the position of the middle sheet pile insignificant decreased seepage. It was recognized that when using a single sheet pile, the drop in pressure head increased with depths when the sheet pile was located at the heel and middle of the dam. In addition, in the case of a single sheet pile at the toe or using two and three-sheet piles, the pressure drop decreased as the depths increased. Also, the results showed that the middle sheet pile location in the case of three sheet piles slightly affected pressure reduction. Furthermore, the results showed that using two and three-sheet piles was more effective than using a single one in reducing the exit gradient, while the position of the middle one in the case of using three-sheet piles was insignificant. A nonlinear empirical equation was developed using SPSS 22 program, and the comparison of the seepage rate measured by SEEP/W and SLIDE software versus its quantity calculated from empirical equations showed a good agreement as the determinations (R2) coefficients were equal to 0.9779 and 0.9928, respectively.

Application of engineering measures for the stabilization of the soil slope

Purpose. Analysis of the application of engineering measures to stabilize the soil slope with a building located near its edge using the Slide software package Methodology. To achieve this goal, calculations were made to determine the coefficient of slope stability when performing various engineering measures that would stabilize the slope and, if possible, save costs. In conditions of dense urban development, measures to stabilize the slope are chosen on the basis of not only taking into account geological conditions. It is necessary to analyze architectural solutions, landscape, the presence of neighboring structures, and so on. The method of round-the-cylindrical sliding surfaces is used, which is based on the calculation of possible sliding surfaces during displacements. The task of the calculation is to determine the stability coefficient of the slope for the most dangerous sliding surface. The results of the study. The calculated parameters of shear stability are determined: stability margin coefficient, coordinate of the sliding surface start, sliding depth, sliding surface end coordinate. To ensure the stability of the slope or slope, it is necessary that the stability margin coefficient is greater than 1, but it must be borne in mind that, depending on the class of responsibility of the structure, the required value of the stability reserve coefficient can be in the range of 1.25 – 1.80 and is regulated by the relevant type and class of construction standards (DBN). Scientific novelty. The possibility of predicting the behavior of natural slopes and artificial slopes in the process of their development and economic activity is obtained. Practical value. The used method of circular-cylindrical slip surfaces involves a large amount of monotonous calculations to determine the stability coefficient for each probable slip line and therefore the use of the software package will more effectively determine the parameters of slope stability, you can solve the issue of choosing the location of structures and designing measures to protect the territory from landslide processes on the slopes.

Correlations between factor of safety with distributed load and crest length – Zariwam landslide as case study

ABSTRACT This paper examines the impact on Factor of Safety (FS) value due to the variation in distributed load (LD), Crest length (CL), shear strength (τ), and shear stress (σ) both in seismic and non-seismic conditions. The main purpose of this paper is to develop correlations between these parameters, which can be used in any slope stability analysis design project. Forty number of analyses are performed by considering different soil material properties. Slope stability analysis is performed using Slide software and correlations are developed using Statistical Package for Social Sciences (SPSS) software as well as with the help of Microsoft Excel. The analysis results indicate that the seismic slope stability analysis gives optimum value for slope FS and therefore it is highly recommended to perform and give preference to seismic slope stability analysis of any soil slope to compute and recommend FS value. The main novelty of this paper are the eight new correlations. These correlations can be used in slope stability projects like earthfill dams design, embankments, or any slope design project or case study to know about the slope factor of safety in detail.

ОЦІНКА СТІЙКОСТІ ДІЛЯНКИ СХИЛУ ОДЕСЬКОГО УЗБЕРЕЖЖЯ

Currently, there is a reduction in sites convenient for the construction of facilities. In this regard, the question of the development of new territories that were previously considered unsuitable or economically unprofitable for construction is increasingly being raised. Very often it is necessary to build buildings and structures on or near slopes. The development of landslide and landslide-prone slopes requires a comprehensive study, the results of which should be used in the selection of measures for the engineering protection of territories, as well as design and construction on slopes. The main task of engineers, when performing design and survey work in landslide-prone areas, is to assess the stability of the slope and the magnitude of the landslide pressure. The article calculates the stability of the landslide-prone slope of the Odessa coast for the purpose of further construction development. The slope in question is located on the Franzysky Boulevard, in the area of the Chkalov resort. The site features are in complex engineering and geological conditions (loess soils, collapsing properties of soils, several water-bearing layers). It has been established that deep block landslides of extrusion occurred earlier in this area. After landslide control measures consisting in construction of marine cost protection and drainage structures, an increase in slope stability was observed. Despite the measures taken, there is a beach erosion with partial destruction of coast protection structures, which can lead to increased abrasion and negatively affect the stability of the entire slope. Slope stability calculations are performed in two-dimensional and three-dimensional formulation. According to the flat schemes, calculations were performed in the Slide software package using Bishop and Janbu methods. The slope stability assessment in a three-dimensional formulation was performed by the finite element method using the Midas GTS NX calculation program and consists of determining the stress-strain state of the soil mass and the stability margin factor. Based on the calculation results obtained, the slope stability is assessed and options for landslide control (retaining) structures are proposed.

Cut slope stability assessment along forest roads using the limit equilibrium approaches and Slide software

Calculating the factor of safety (FS) as slope stability factor is necessary to prevent environmental damage. Therefore, this paper aims to (i) calculate FS using the limit equilibrium approaches and Slide software and (ii) investigate the stability of slopes according to calculated FS (Janbu and Bishop methods) and status of different sites in the study area (Hyrcanian forest of Iran). Six landslides were selected along the forest road by a field survey. Landslide dimensions including length, width, and height were measured using meters. Slope gradients were measured using the Suunto clinometer. The Slide software was used to evaluate the stability analysis of slopes. According to laboratory tests on soil samples the average of the liquid limit was recorded as 58%. The results of the direct shear test showed that the rate of soil cohesion (c) and coefficient of friction angle (φ) decreased with an increase in moisture content. According to the results, the factors of safety for landslide sites (Sites 1–6) were calculated to be 1.3, 0.65, 0.76, 0.55, 1.19 and 1.51, respectively. These calculated FS can accurately determine the slope status in terms of slope stability. According to the software classification, the status of Site 1 is “susceptible to landside”. Sites 2, 3 and 4 are “very high risk”. Also, the status of Sites 5 and 6 are “high risk” and “stable”, respectively. The instability of the slopes in studied sites is related to the drainage system (lack of culverts or ditches) as well as marlstone as bedrock. According to the calculated FS in different sites and comparison of the obtained results with the real conditions of sites, it can be concluded that the slope stability analysis in the Slide software is very accurate and it can be used to determine the factor of safety under different conditions in terms of morphology, hydrology and soil mechanics.

Perencanaan Perkuatan Lereng Menggunakan Geoframe di Jalan Raya Dampit-Lumajang

A Landslide is the movement of soil mass or rock constituents down the slope due to disturbance of soil stability. One of the factors that affect soil stability is the rainy season as happened in Sumberwuluh Village, Candipuro District, Lumajang Regency. The alternative used to stabilize the slope is by changing the slope geometry, then adding geoframe reinforcement. This study aims to determine the value of the factor of safety (SF) of unreinforced slopes, after changing the slope geometry, and after being given geoframe reinforcement. The method used in analyzing slope stability is the Ordinary/Fellenius method. The results of the calculation of slope stability without reinforcement using the Rocscience Slide software obtained a SF of 0.719, while the manual calculation obtained a SF of 0.7191. The two values ​​of the safety factor are less than 1.25, which means that landslides often occur. The results of the calculation of slope stability after changing the geometry of the slopes obtained a SF of 0.828 where the value is less than 1.25 which means that landslides often occur. The slopes that have been changed geometry are added with geoframe reinforcement. The results of the calculation of slope stability using geoframe reinforcement obtained a SF of 1.315 where the value is more than 1.25 which means that landslides are rare or slope in a safe condition.

Evaluation of Dump Slope Stability Using Slide, Geoslope and Phase 2 software

Global energy demand continues to grow rapidly. The increasing energy demand needs to be met by fossil fuels, especially in countries like India. In these countries, coal is the major energy producer and mechanized surface mining is the only way to support coal production. In the near future, shallow depth coal reserves will be depleted, and deeper coal deposits will be exploited by surface mining, resulting in handling an immense amount of overburden. In open cast mines, dumping overburden as internal dumps involves many risks and hazards such as slope failure, handling dust sediments in surroundings, and soil erosion in wet weather. As a result of the lack of a dump area, mining companies tend to elevate dump heights, thereby increasing the likelihood of sliding. The stability of these dumps slopes has been a significant concern over the years. The slope stability analysis of a mine dump is presented in this paper by calculating the factor of safety using three different software programs: Slide, Geo-slope, and Phase2 software, and the results obtained are compared.

Detection of a Weak Structural Stratum and Stability Analysis of the Slope in an Intensely Weathered Open-pit Mine

Within the mining boundary of an open-pit mine located in southern China, due to the intense weathering of the slope rock stratum, the quaternary loose soil layer and soft rock stratum, karst cavity and water-bearing weathered-fracture zone and other weak structural strata have posed a great threat to the side slope stability of open-pit mining. Using the Flashres64 Multichannel Ultra-High-Density Electrometer to conduct on-site detection of the slope, based on the spatial distribution of the low-resistance layer and the drilling geological data, this study interpreted the stratum lithology of the slope and conducted effective identification of the weak structural stratum. Furthermore, according to the Hoek–Brown Failure Criterion, the Flashres64 reduced the strength of the mechanical parameters of the rock-soil and weak structural stratum of the slope, and imported the relevant data into the SLIDE software for slope stability analysis. The results showed that this method could make advanced macro–predictions of the weak structural stratum occurring in intensely weathered slopes. The slope stability analysis results considering the adverse effects of the weak structural stratum were also highly consistent with the actual engineering situation, for which the application is worth promoting in related fields.

Real-time prediction and assessment of hydrogeological conditions in pit wall rock mass using advanced computer technologies

For the feasibility study of preventive drainage, it is often required to evaluate groundwater inflows in specific pit areas, to identify seepage height in pit wall, and to determine hydrodynamic parameters of flow in the existing geological and hydrogeological conditions. The authors have identified methodological approaches, technological methods and schemes, and combinations of software tools that allow automation of evaluating and predictive studies of hydrogeological conditions in certain areas of open pits using 3D models and finite element methodbased calculations. To solve these tasks, we have tested the dynamic geological simulation software system Leapfrog Geo (Seequent) in combination with the dedicated calculation module Slide2 (Rocscience Inc.). A promising area of joint application of Leapfrog Geo and Slide software is real-time permeation calculations in areas of complex geological and hydrogeological conditions, where grapho-analytical methods provide very approximate and rough results, whereas 3D software products (like MODFLOW or FEFLOW) require too much time and labor input, or even are inapplicable due to lack of modeling source data. The water inflow estimation procedure included determination of specific water inflow in the profile which passed through the center of the flow path, and multiplication of the result by the width of the pit wall intake area with regard to nonuniform permeability of rocks.

Probability Methods for Stability Design of Open Pit Rock Slopes: An Overview

The rock slope stability analysis can be performed using deterministic and probabilistic approaches. The deterministic analysis based on the safety concept factor uses fixed representative values for each input parameter involved without considering the variability and uncertainty of the rock mass properties. Probabilistic analysis with the calculation of probability of failure instead of the factor of safety against failure is emerging in practice. Such analyses offer a more rational approach to quantify risk by incorporating uncertainty in the input variables and evaluating the probability of the failure of a system. In rock slope engineering, uncertainty and variability involve a large scatter of geo-structural data and varied geomechanical test results. There has been extensive reliability analysis of rock slope stability in the literature, and different methods of reliability are being employed for assessment of the probability of failure and the reliability of a slope. Probabilistic approaches include Monte Carlo simulation (MCS), the point estimate method (PEM), the response surface method (RSM), first- and second-order reliability methods (FORMs and SORMs), and the first-order second-moment method (FOSM). Although these methods may be complicated, they provide a more complete definition of risk. Probabilistic slope stability analysis is an option in most commercial software; however, the use of this method is not common in practice. This paper provides an overview of the literature on some of the main probabilistic reliability-based methods available for the design of the rock slope in open pit mining. To demonstrate its applicability, the paper investigates the stability of a rock slope in an open pit mine in the Goldfields region, Western Australia. Two different approaches were adopted: deterministic stability analysis using two-dimensional limit equilibrium and finite element shear strength reduction methods using SLIDE and RS2 software, respectively, and probabilistic analysis by applying the MCS and RSM methods in the limit equilibrium method. In this example, the slope stability analysis was performed using the Spencer method with Cuckoo search optimization to locate the critical slip surface. The results obtained were compared and commented on.

TINJAUAN KESTABILAN PERKUATAN LERENG MENGGUNAKAN DINDING KANTILEVER DAN DINDING GRAVITASI

Parts of Gorontalo are hills and mountains close to community settlements, which are prone to landslides. To do a research on literature review that analyzes slope reinforcement models, which will be taken into consideration for slope improvement steps in Gorontalo. Slope reinforcement includes retaining walls, gravity walls, cantilever walls and crib walls. This research discusses slope reinforcement models and their stability behavior analysis. Secondary data is in the form of research journals on slope reinforcement models. Calculation data that will be used as experimental data for modeling other retrofitting walls are obtained from the results of research from one of the reviewed journals, namely multilevel gravity walls. The wall that will be analyzed is the retaining wall of a multilevel cantilever type of wall. Analysis of active soil pressure using the Rankine method and slope stability analysis using the slice method which is carried out with the help of 2D Slide software. Based on the results of the stability analysis of slope reinforcement with the selection of stratified cantilever wall reinforcement, the value of the safety factor against sliding (Fgs) is 1.63>1.5, the safety factor against overturning (Fgl) is 2.44>2.0, the safety factor against the collapse of carrying capacity (F) is 8.49>3.0, and the global safety factor value is 1.56>1.5. The value of the safety factor for shifting and rolling has decreased by 1% and 20% respectively compared to the gravitational wall. In the wall bearing capacity, there was an increase of 31%. Changes that occur in the safety factor in cantilevered walls are caused by changing factors in the dimensions of the walls which affect the strength of the structure in the soil holding force and the type of working principle of the walls. As for the global slope stability analyzed, there was a decrease in the safety factor by 5% after changing the type of reinforcement, but it showed that the slope was still stable, because the cantilevered wall type has a slender front wall dimension compared to the gravity wall which is more resistant to the risk of lateral slope movement.

Justification of dump parameters in conditions of high water saturation of soils

The object of research is the stability parameters of the massif of a single-tier dump of soft overburden rocks with a flooded slope when it is formed by a dragline excavator. One of the most problematic areas is determining the safe distance of the dragline excavator from the upper edge of the slope in the conditions of the formation of a single-tier dump of soft overburden rocks, flooded with water.The calculation of the width of the prism of possible shift was carried out using the Rocscience Slide software, which, taking into account the parameters of the slope and the physical and mechanical properties of the rock mass, automatically restores a number of curved sliding surfaces for individual safety factors. The obtained data were processed using the Microsoft Excel software, thanks to which, by the least squares method, graphs of the functions of the possible shift prism width from the height of the tier of a dump of soft overburden rocks and the level of its flooding were constructed.For the conditions of the formation of a single-tier dump of soft rocks of overburden with a height of 40–100 m and a flooding level of 0–30 m, the width of the prism of a possible shift was calculated for sliding surfaces with a safety factor of 1 and 1.2. These values are, respectively, 0–85.9 m and 0–122.6 m within the established calculation limits and depending on the method of constructing curved surfaces. The distance between the points of intersection of the horizontal surface of the tier with curved sliding surfaces with a safety factor of 1 and 1.2 is 16–52.5 m. The dependences of the width of the prism of possible shift (a) on the height of the tier of a dump of soft overburden rocks (Ho) and its level flooding (Hw), taking into account the physical and mechanical properties of the dumped mountain range, including saturated with water. The minimum deviation from the initial value of the coordinates of the points is achieved when setting the second-degree polynomial as the trend line for the function a=f(Hw), and for a=f (Hо) – a straight line.The obtained data for calculating the parameters of the possible shift prism suggest the possibility of forming a single-tier dump of soft overburden rocks with a height of 40–60 m with unloading of rock mass into the worked-out space and 70–100 m with loading the unstable part of the slope with an EK-11/70 excavator-dragline (Novokramatorsk Machine-Building plant, Ukraine).