GeoStudio Software Research Articles

Prediction of slope failure in open-pit mines using a novel hybrid artificial intelligence model based on decision tree and evolution algorithm

In this study, the objective was to develop a new and highly-accurate artificial intelligence model for slope failure prediction in open-pit mines. For this purpose, the M5Rules algorithm was combined with a genetic algorithm (GA) in a novel hybrid technique, named M5Rules–GA model, for slope stability estimation and analysis and 450-slope observations in an open-pit mine in Vietnam were modeled using the Geo-Studio software based on essential parameters. The factor of safety was used as the model outcome. Artificial neural networks (ANN), support vector regression (SVR), and previously introduced models (such as FFA-SVR, ANN-PSO, ANN-ICA, ANN-GA, and ANN-ABC) were also developed for evaluating the proposed M5Rules–GA model. The evaluation of the model performance involved applying and computing the determination coefficient, variance account for, and root mean square error, as well as a general ranking and color scale. The results confirmed that the proposed M5Rules–GA model is a robust tool for analyzing slope stability. The other investigated models yielded less robust performance under the evaluation metrics.

Slope stability of increasing height and expanding capacity of south dumping site of Hesgoula coal mine: a case study

This paper is devoted to improve the containment capacity of the Hesgoula south dumping site. The general geology of the dumping site was obtained through geological surveys. Physico-mechanical properties of silty clay and bedrock layers that have a large impact on the stability of the dump were measured by direct shear tests and triaxial tests in laboratory. Then ultimate bearing capacity of the substrate were analyzed and calculated. This paper proposed three capacity expansion and increase plans and used GeoStudio software for comparison. Through computation of the stability of the dump site slope after capacity expansion and increase for each plan, the capacity expansion plan was determined. The capacity expansion and increase plan will solve the problem of the current insufficient containment capacity of the Hesgoula south dumping site, which is of great significance for saving mine transportation costs, improving work efficiency, and reducing grassland occupation.

2-D steady seepage flow model to simulate the contaminates transportation through homogeneous earth dam using Geo–Studio software

Geo-Studio program is used in this study with its sub-programs named SEEP/W and CTRAN/W 2012 to represent and analyse the phreatic line, the amount of seepage through the dam, the pressure head, the discharge, the total head and the amount of contaminants that transport through the body of the dam. The problem of transportation of contaminants through homogeneous earth dam due to seepage flow was studied and simulated using the computational fluid dynamic technique with the help of Geo–slope programs. The paper also studied the prediction of future contaminants’ levels in the specified dam. The study also discusses the effect of pool water level fluctuation from maximum to a minimum level on the seepage flow and the time of pollution transmission. From the Geo-studio software, it is deduced that when the water level is at the maximum height (20m), it needs 12 days, at normal height (15m) it needs 30 days, while at a minimum height (8 m) it needs 100 days to reach the drain zone.

Quantitative risk assessment of slow-moving landslides from the viewpoint of decision-making: A case study of the Three Gorges Reservoir in China

A large number of landslides in the Three Gorges Reservoir area in China have been reactivated by reservoir impoundment since 2003. Many of them were activated as slow-moving landslides, which caused severe damages to buildings and also pose a significant risk for residents. In this study, a quantitative procedure has been proposed to analyze and assess the landslide risks to buildings and lives by considering the Outang landslide as an example. First, the landslide segmentation was done by considering the sliding history, macroscopic deformation, and monitoring data of displacement. The SLOPE/W and SEEP/W modules of the Geostudio software were used to establish the geotechnical model and analyze the seepage, respectively. Under different scenarios of annual reservoir regulation and return period of rainfall events as determined by Pearson type III (P3) distribution, failure probabilities of every segmented part were obtained with Monte Carlo simulation. Second, the vulnerability of the elements at risk was quantitatively estimated using a model that incorporated the landslide intensity and resistance of the exposed elements. Then, through the analysis and comparison of scenario-based landslide risks, the evolution of landslide risk influenced by different combinations of triggering factors (i.e., reservoir water level and rainfall) was examined. Finally, landslide risks before and after the implementation of several risk reduction alternatives were compared to determine the benefits of alternatives. The risk maps displayed that the risk was the greatest for the scenario of the rapid decline of the reservoir water level in combination with heavy rainfall; the corresponding total annual economic and population risks of the landslide were estimated in 96.88 million ¥ and 216 lives, respectively. In this scenario, the economic risk level of the west deformation zone was the highest, and the total population risk was the highest in the lower unit of the landslide. Results of benefit-cost analysis suggested that real-time monitoring and resident relocation seem to be the most effective alternatives for risk reduction concerning the Outang landslide.

Effect of groundwater table on slope stability and design of retaining wall

Groundwater table on slope stability are important contributing factors to slope failures. Parametric studies were carried out to study the effect of groundwater table position in affecting slope stability. Six different groundwater table corresponding to the wettest, typical, and driest were used in the numerical analyses using Geo Studio. In order to monitor slope stability, GeoStudio software is frequently applied to landslide stability analysis. In this paper, Jalan Poros Berau-Tanjung Selor slope stability prediction in East Borneo was subjected by GeoStudio software, while limit equilibrium method was adopted to calculate the safety factor in the slip surface based on five different groundwater table. Overall, the analyses shows that the five different groundwater table give the different safety factor. From this matter, retaining wall has planned with two layer, based on the critical condition which show by minimum safety factor.

Numerical and experimental modelling of slope stability and seepage water of earthfill dam

In this paper, finite element modelling is employed for simulating and analysing seepage and slope stability of earthfill dam via GeoStudio software. Two products are employed, which are SLOPE/W for slope stability and SEEP/W for seepage analysis. The behaviour of earthfill dam with four different types of sandy soils having different values of hydraulic conductivity (K) has been studied. Different upstream (US) slopes of 1:2, 1:2.5, 1:3 and 1:3.5 for the earthfill dam are simulated. The downstream (DS) slope is constant at 1:2. The results showed for all the four types of soils that when the US slope is increased, the amount of seepage from the dam increases and the factor of safety (F) decreases. For each US slope, when K (type of soil) increases, both seepage and F increase. Fine sand soil is associated with less seepage and less F. Sixteen equations are obtained to predict both seepage and F with respect to US slope for each type of soil and K of the soil for US slope. An experimental model for earthfill dam is constructed in the laboratory of hydraulics, Benha University to investigate the seepage of water through earthfill dams. It is concluded that seepage decreased when K decreased, and when the US slope for each type of soil decreased. The seepage increased when K increased for each US slope. Seven equations are obtained to predict seepage with respect to US slope for each type of soil, and K for each US slope.

Probabilistic stability analysis of earth dam slope under transient seepage using multivariate adaptive regression splines

Earth dams are widespread throughout the world and their safety has gained increasing concern from geotechnical engineering societies. Although probabilistic stability analysis approach has been widely applied to the safety assessment of geotechnical structures, few studies have been performed to investigate the effects of water level fluctuations on earth dam slope stability considering uncertainties of soil parameters. This study proposes an efficient probabilistic stability analysis approach by integrating a soft computing algorithm of multivariate adaptive regression splines (MARS). The calibration of a MARS model generally requires a large number of training samples, which are obtained from repeated runs of deterministic seepage and slope stability analyses using the GeoStudio software. Based on the established MARS model, the earth dam slope failure probability can be conveniently evaluated. As an illustration, the proposed approach is applied to the probabilistic stability analysis of Ashigong earth dam under transient seepage. The effects of the uncertainties of soil parameters and water level fluctuation velocity on the earth dam slope failure probability are explored systematically. Results show that the MARS-based probabilistic stability analysis approach evaluates the earth slope failure probability with satisfactory accuracy and efficiency. The earth dam slope failure probability is significantly affected by the water level fluctuation velocity and the coefficient of variation of the effective friction angle.

Analisis Kestabilan Lereng Tunggal Menggunakan Metode Fellenius dan Slide v.6.0 serta Lereng Keseluruhan dengan GeoStudio 2012 pada Pit I Banko Barat PT Bukit Asam (Persero) Tbk Tanjung Enim – Sumatera Selatan

Slopes are a topography that is often found in opened pit mine that had been made by humans with the purpose of exploiting minerals that exist. Landslides can occur on any slopes that is formed due to the increase of shear stress, shear strength declining in the field of landslides or both simultaneously. Slope stability analysis performed to obtain the value of the safety factor of the field of potential landslides. The study conducted at a coal mine Pit 1 Banko Barat PT Bukit Asam (Persero) Tbk by comparing the value of a single slope safety factor Fellenius with manual method to Slide v.6.0 software and the overall slope safety factor with software GeoStudio 2012 From the analysis performed on a single slope 1 to 9, safety factor values ​​obtained below 1.25 for single slopes 1 and single slope 2 to 9 above 1.25. Of the value of the safety factor is obtained, a single slope 1 in critical condition and the single slopes 2 to 9 in stable condition. While the overall slope stability analysis using GeoStudio 2012 program obtained average value of the safety factor - average is 4.57 so the slope can be declared in a stable condition. Then there are effforts to increase the safety factor (FK) of single slopes by changing a single slope geometry previously at an angle of 55 ° to 47 ° in order to obtain the condition of the slopes in a stable condition.

APLIKASI SOFTWARE GEOSTUDIO 2007 SLOPE/WUNTUK ANALISIS KESTABILAN LERENG DI TAMBANG MUARA TIGA BESAR UTARA PT BUKIT ASAM (PERSERO) Tbk SUMATERA SELATAN

PT Bukit Asam (Persero) Tbk is one of the State Owned Enterprises engaged in coal mining. Presente of Mine Muara slopes at Muara Tiga Besar Utara would be harmful to workers and the mechanical vehicle, because the soil/ rock is likely to experience landslides or falling. This study was conducted to determine the value of slope safety factor RKAP 2017 and redesign the slopes with a safe condition. The data used in this study include the value of cohesion (c’) the angle of friction (ϕ’) and density (γ). Retrieval of research data obtained from the test results did not drainage unconsolidated triaxial (UU) and test weight of soil/rock with Paraffin Wax Method, and then did the processing of data by using Software Geostudio 2007 Slope/w to determine the value of the safety factor of the slope. Factors affecting slope instability in Mine Muara Tiga Besar Utara were the geometry of the slope, weather/climate, vibration, and physical properties and mechanics of soil/rock composed of the density (γ), ie 1.203 to 2.025 gr/cm3, the value of cohesion (c’), which is 34 to 266 kPa and the shear angle value (ϕ’), ie 17.65 to 35.210. The results of slope stability analysis indicate that the value of slope safety factor RKAP 2017 was below 1.25, so the potential occurrence of landslides, while the redesign slope slope with the security condition had a value of safety factor is above 1.25, so that no potential landslides.

Analisa Pengaruh Ground Vibration terhadap Stabilitas Low Wall Blok Muara Tiga Besar Utara Pit Timur Menggunakan Software GeoStudio 2012 di PT Bukit Asam (Persero) Tbk, Kabupaten Muara Enim

Ground vibration will produce variable Peak Particle Acceleration (PPA) which endanger the stability of the slope especially low wall. This study discusses the effect of ground vibration on the stability of the low wall and restricted in Block MTBU East Pit. While the slope analysis conducted by the method of Morgenstern-Price (1965) Manually and Software GeoStudio 2012, as well as statistical regression analysis approach in finding a relationship between the variables SD-PPA and PPA-FK. The higher the value of the PPA will lower prices Safety Factor (FK) of slope, proved to vibration FK 0.0133 g yield of 1.258 (C-C’) and 1.292 (D-D’), whereas the vibrations of 0.225 g yield of 0.771 FK (C- C’) and 0.768 (D-D’). The relationship between the scaled distance (SD) of the PPA produces non-linear relationship on a graph of power. The relationship between PPA against FK produces a linear relationship on the Section C-C’ and Section D-D’. The proposal obtained at a distance of 200 m from the blasting area 29.352 kg and at a distance of 500 m is 183.447 kg maximum load of explosives.

Effects of heavy rainfall on the slope stability – A case study on Imogiri Cemetery: The graveyard complex of Mataram Royal Kings

Rainfall is the most common cause of landslides in Indonesia. On March 17, 2019, a landslide occurred in the Imogiri Cemetery, Mataram Royal Kings Graveyard Complex. It was expected to have been triggered by heavy rainfall of 148 mm d–1 intensity. This research aims to determine the effect of rainfall on the slope stability on the landslide at the Imogiri Cemetery. The study was carried out by slope stability modelling using Geostudio software. Rainfall information and soil characteristics data obtained from testing soil samples in the Soil Mechanics Laboratory, Civil and Environmental Engineering, Universitas Gadjah Mada, were used as input on the software. The output of the analysis is the factor of safety (FS) value, defined as the ratio of the shear strength to the shear stress. Without the rains, the FS value is about 2.44, which means the slope stability is stable. After heavy rainfall, the FS value decreased to 1.209 at the end of the simulation, which indicates happen the slope instability. Based on the simulation, the FS value depends on the volume of water content and hydraulic conductivity of the soil. Result of this study shows that heavy rainfall can trigger slope instability in the Imogiri Cemetery.

Effect of different parameters of heterogeneous dams on safety factor using the neural network. Case study: Marvan dam

The drainage system is used to guide the flow of water in the earth dams. Construction of drainage in the dam body to collect and direct the drainage formed in the dam body to keep the slope dry and prevent the increase of pore water pressure in the body. One of the main goals of the designers is to find the minimum factor of safety and, consequently, reduce the cost of construction. In this study, the Marvak dam is modeled with the actual characteristics of the materials in the Geostudio software, and with the change in the dimensions of the drain, the material and the slope of the dam body, the minimum Factor of safety of the dam is obtained. In order to predict the minimum Factor of safety, a two-layer neural network has been used. With the training of the neural network based on the data obtained from heterogeneous dams, a minimum Factor of safety has been extracted for optimization of drainage. Finally, it was determined that the internal friction angle of the body material and the slope of the dam have the greatest effect on the dam factor of safety.

Re-Design of Mine Tailings Storage Facility for Adamus Resources Limited

AbstractThe suitability of a centerline or upstream design as a sustainable option for construction of future raises for the existing Life of Mine (LoM) downstream Tailings Storage Facility (TSF) at Adamus Resources Limited (ARL) was investigated using Slope/W in GeoStudio Software. Review of technical information, evaluation of the performance of the existing Stage 6 dam, and geotechnical investigations of available construction materials were undertaken in this research. Insights were gained about the TSF’s life cycle and current bearing capacity for intended future raises. Viable geotechnical parameters were established to define construction material specifications as well as input data for modelling the new designs. The British Standards Institute (BSI) standards were adopted for all the material testing protocols carried out at the Council for Scientific and Industrial Research-Building and Road Research Institute (CSIR-BRRI) laboratory in Kumasi. The scope of modelling covered the original downstream as well as the centerline and upstream options. The geometric design and stability analysis focused only on the southern and northern embankments of the TSF. The modelling outputs yielded reliable Stability Factors of Safety (FoS) for all designs investigated, above the regulatory criteria. Subsequently, a semi-quantitative multi-criteria evaluation was used to select the preferred option between the centreline and upstream alternatives. The results showed that technically, economically and by regulatory compliance, the centreline design is a better alternative and therefore recommended for adoption by ARL. Keywords: Tailings Storage Facility, Geotechnical Parameters, Stability Analysis, Modelling, Multi-Criteria

Stability evaluation of slope subjected to seismic effect combined with consequent rainfall

A large number of field investigations of earthquake damage have shown that sometimes slopes instability occurs as a result of a series of post-seismic ripple effects rather than of merely seismic load or ground motion, among which a combination of earthquakes and post-seismic rainfall is a typical contribution for slope instability. In this paper, taking a slope in Southwest China as an example, failure mechanism and stability of slope under seismic load and heavy rainfall are analyzed with consideration of dynamic load and unsaturated infiltration using GeoStudio software. Results indicate that, the acceleration of earthquake is sharply amplified at the top of the slope, resulting in instantaneous tension stress, which causes tension cracks and therefore reduction in tensile strength at the top of the slope. The existence of cracks contributes to the post-earthquake infiltration of rainwater slows down the dissipation of excess pore water pressure. Slope instability is ultimately caused by permanent damage due to seismic load or ground motion and secondary damage on account for heavy rainfall. Furthermore, the Plant Reinforcement Technology is put forward to reinforce the slope and satisfactory results are obtained. Therefore, this research provides a theoretical basis to analyze and control slope stability in other similar engineering geology problems.

Optimization of horizontal drain dimensions in heterogeneous earth dams using Artificial Neural Network (ANN): A case study on Marvak dam

Designing and optimizing the dimensions of the drainage system in order to keep the crust dry and prevent the increase in pore water pressure in the body of the earth dams is very important. On the other hand, finding the minimum factor of safety (FoS) and, consequently, reducing the cost of construction, will be possible by optimizing the dimensions of the drain. In this paper, Geostudio software is used to simulate Marvak dam with real dimensions and parameters to calculate its factor of safety. For different values, the parameters affecting the dam factor of safety are calculated, and then the maximum effect of each of them on the dam factor of safety is determined in the case of an equal condition. Then, these factors are classified in terms of costs and impact on the dam factor of safety and each of them is used to optimize dam construction costs or to provide the required factor of safety of the dam. In the following, a two-layer neural network will be considered in the Matlab software. The neural network is then trained on the basis of the data obtained for the dam barrier to predict the dam factor of safety. Then the trained neural network function is extracted and for producing dam factor of safety in the optimization problem. The objective of the optimization is to minimize the size of the dam drain so that the dam construction cost is optimized and a minimum factor of safety of the dam is provided. To solve this problem, an optimization of Mfile is tailored to the neural network function, which is calculated by executing the optimal values of the dam parameters.

Probabilistic Risk Assessment of unsaturated Slope Failure Considering Spatial Variability of Hydraulic Parameters

Probabilistic risk assessment of slope failure evaluates the slope safety in a quantitative manner, which considers the failure probability and failure consequence simultaneously. However, risk assessment of unsaturated slope accounting for spatially variable soil-water characteristic curve (SWCC) model parameter and saturated hydraulic conductivity has been rarely reported. A probabilistic risk assessment approach is proposed in current study for rationally quantifying the unsaturated slope failure risk with the aid of Monte Carlo (MC) simulation. The SEEP/W and SLOPE/W modules contained in Geostudio software are applied to carry out deterministic analysis, where factor of safety (FS) of the unsaturated slope is calculated by Morgenstern–Price method. The spatially variable hydraulic parameters are characterized by their respective random fields that are transferred from the random void ratio field in this study, rather than generating them separately. The proposed approach is subsequently employed to an unsaturated slope example for exploring the influences of spatially variable void ratio. Results show that the unsaturated slope failure risk is considerably affected by the spatially variable void ratio, and the single exponential autocorrelation function (ACF) popularized in geotechnical engineering tends to underestimate the failure risk in the unsaturated slope risk assessment.

Stability Analysis of Slopes on Both Sides of Highway in Geotechnical Area under Rainfall Conditions

The objective of this study is to correctly analyze the slope stability, strengthen the guidance of engineering construction, and ensure the safety of people’s lives and property. In this study, the numerical simulation software Geo-Studio is used to simulate the stability variation rules of the slope on both sides of the highway in the rocky region when the angles of the upper and lower slope of the platform width are changed under the action of light rain for a long time respectively, and the corresponding comparison analysis is made with the corresponding natural working condition. The results show that the infiltration of rainwater has a great influence on the slope on both sides of the highway in the geotechnical area, which is mainly reflected in the decrease of the stability of the multi-level slope, the significant change of the sliding surface (including the location, size, shape, etc. of the sliding surface), the potential instability form of the slope (overall stability and local stability), and the slow but continuous change of the pore water pressure in the soil. Through the rainfall test on the highway slope, it is found that the instability mechanism of the slopes on both sides of the highway in the geotechnical area is affected by the conditions of rainfall intensity, rainfall duration, cumulative rainfall capacity, and rainfall patterns. In addition, the changes of rainfall infiltration rate in the side slope of highway in rock and soil area and the migration rules of water field in side slope are also obtained. The findings of this study can be used as a reference and basis for engineering design and construction. Moreover, the safety coefficient of the slope after renovation meets the stability requirement. Therefore, the slope engineering treatment measures on both sides of the highway can effectively deal with the hidden disaster brought by landslide deformation or instability.

Debris flows originating from colluvium deposits in hollow regions during a heavy storm process in Taining, southeastern China

On 8 May 2016, eight debris flows occurred in Taining County, Fujian Province, China. Thirty-six people died as a result of the largest catastrophic debris flow (DF3), which occurred in the Luankeng gully and has attracted the attention from scholars all over the world. A field investigation was conducted, and site measurements were obtained to identify the processes of debris flow formation, movement, and deposition. The precipitation seepage was analyzed by numerical simulation with the Geo-Studio software. The mechanism that transforms the colluvium deposits in hollow regions (CDHs) into debris flows was studied by a stability analysis of the CDH in the initiation zone. The results showed the following: (1) the CDH instability was triggered by the combined effects of rainfall and flow concentration at the end of the hollow, and the CDH slide occurred along the interface between the bedrock and hollow, which transformed into a debris flow; (2) the debris flow discharge was amplified 6.5 times due to blockage by boulders distributed in the gully; and (3) the confluent area of the hollow region and the CDH slope gradient and thickness impart significant impact on the CDH stability. The CDH will experience failure when the slope gradient and thickness exceed the critical values of 30.5° and 1.25 m, respectively. The confluent area of the hollow may supply as much as four times the normal amount of water, which may trigger a debris flow during heavy rainfall.

Prediction of the sliding type and critical factor of safety in homogeneous finite slopes

In this paper, the effect of soil material parameters including soil specific weight (γ), cohesion (C), angle of internal friction (emptyset), and geometric parameter of slope including angle with the horizontal (β) for a constant slope height (H) on factor of safety (Fs) was investigated. Fs was considered in two scenarios: (1) slope with dry condition, and (2) with steady-state saturated condition that comprises water level drawdown circumstances. In addition, the type of slip circle was also investigated. For this purpose, the SLOPE/W software as a subgroup of Geo-Studio software was implemented. Results showed that decreasing of water table level and omitting the hydrostatic pressure on the slope consequently would result in safety factor decrement. Comparison of the plane and circular failure surfaces showed that plane failure method produced good results for near-vertical slopes only. Determination of slip type showed that for state (30° < β < 45°), the three types of failure circles (toe, slope or midpoint circle) may occur. For state (45° < β < 60°), two modes of failure may occur: midpoint circle and toe circle. For state (β > 60°), the mode of failure circle is only toe circle. Linear and nonlinear regression equations were obtained for estimation of slope safety factor.

DESIGN OF LANDSLIDES TREATMENT WITH COUNTERFORT WALL ON CITY LIMITS ROADS TANAH GROGOT-LOLO KUARO, PASER REGENCY, TANA PASER, THE PROVINCE OF KALIMANTAN TIMUR

The landslides occurred on city limits roads Tanah Grogot-Lolo Kuaro, Paser regency, Tana Paser, causing depletion of the smooth flow of transport from the city towards Grogot Lolo-Kuaro or vice versa. Landslides 8 meters height and 50 meters length. The landslides occurred in September 2015 caused by high rainfall and bad drainage system. So it needs to be done the landslides treatment using retaining wall with Counterfort.The methodology of this planning, first to calculate the forces acting on the retaining walls of the soil due to traffic load and soil stockpile with method of Rankine. Continued calculation of the forces acting on the stake piles using the method of Meyerhoff and Skempton. Then do the calculations to determine the group efficiency of stake piles using Brooms method analysis. After the stake piles were declared safe against lateral load and bearing capacity, perform the calculation of reinforced concrete of soil retaining walls. After that the retaining walls and stake piles of the foundation soil is modeled and analyzed using the Geo Studio software to get the safety factor of the design. Lastly, the calculated volume of work and unit price of the retaining walls to get a budget plan costs.After the retaining walls design brings about a result that is, the dimensions of the walls with 8 m height is 4.2 m width foot wall, 0.6 m high to the foot of the wall and the lower part of the wall width, 0.3 m width of to the top of the wall, 0.4 m for a width of Counterfort and 3 m for the distance between Counterfort with lateral load 63.756 tons. Stake pile received 25.867 tons of vertical load and 9.099 tons of lateral load. Safety factor of slopes after landslides treatment modelled with software Geo Studio, resulting in a value of safety factor 2.956 (&gt; 1.25) which can be said to be secure. Based on the calculation of volume and unit price work, retaining wall Counterfort cost is Rp. 3,572,350,220.0-Keyword: Landslide, Retaining Wall, Counterfort, Slopes Stability