This paper deals with three-dimensional evaluation of the SLOPEs on the basis of limit analysis. An upper-bound technique of limit analysis is used in this paper to determine either the bearing capacity of a shallow foundation near a SLOPE or the safety factor of the SLOPE. The theorems of limit analysis (upper and lower bound) provide a powerful tool for solving problems in which limit loads need to be found. According to the upper-bound theorem, for a kinematically admissible velocity field an upper bound of the collapse load can be obtained by equating the power dissipated internally in an increment of displacement to the power expended by the external loads. Such kinematically admissible velocity fields have to comply with the kinematical boundary conditions and compatibility conditions. A rotational mechanism consisting of three slip surfaces is used to determine the factor of safety for a SLOPE or the ultimate limit load of a foundation with eccentric load near a SLOPE. This mechanism includes two lateral surfaces and a surface at bottom. As the soil is assumed to obey the associated flow rule, the angle between the relative velocity vector and velocity discontinuity has to be equal everywhere with soil's friction angle (j).The geometries of lateral surfaces are represented by a nonlinear differential equation. A surface with log-spiral section is used for bottom surface of the mechanism. To obtain the minimum upper-bound, an algorithm is proposed to optimize the FAILURE mechanism. Results from this algorithm for typical conditions are comparable to those of other existing methods. Dimensionless diagrams for various conditions are presented which can be used to predict the bearing capacity of a foundation with eccentric load located on a SLOPE.

Mass movements are one of the main sources of sediment yield and also increase rill, gully, and badlands erosion. In erosion and sediment yield modeling, in spit of special attention to gully erosion, the role and the effect of mass movement on sediment yield has not been considered. Therefore, evaluation of sediment yield in landslide prone area is much different from the estimate done.In this research relationship between sediment yield and frequency of FAILURE planes have been investigated in central Taleghan basin. The funding can be used to estimate sediment yield in remote areas with no data.Main characteristics of 90 landslides have been investigated in the watershed. On the other hand, sediment yield of the landslide prone sub-basins have been evaluated. The results indicate a coefficient of determination of 0.68 for a bivariat regression model. The results also reveal that 68 percent of sediment yield are due to SLOPE FAILURE in Taleghan watersheds and 33percentare related to the other factors.    

Increasing water in the SLOPE layers induced the FAILURE of SLOPEs. . Water is the most important factor in most of the SLOPE stability analysis. Although water does not directly lead to the SLOPEs displacement, but is an important factor for the following reasons: (1) water increases due to rainfall and snow melt will lead to increasingSLOPE weight. (2) Water can change the angle of SLOPE (angle of SLOPE is an angle that SLOPE is stable in this angle). (3) Water can be absorbed or excreted by minerals are available in the soil. After adding the water, the weight of the rock and soil increases. (4) Water can dissolve the cement between the seeds and cohesion between the seeds is lost. In this paper, the feasibility of using piles to stabilize layered earth SLOPEs were studied. A set of physical modeling of foundations was performed adjacent to layered SLOPEs. The deformation pattern and shear strains of soil near SLOPE and below surcharge load were studied. For this purpose, a comprehensive set of tests and numerical analysis were undertaken on different SLOPE models. In each step of loading, digital image of deformed soil was captured and image processing was applied with GeoPIV software for investigation of soil deformation on SLOPE and below the footing. the effect of pile and saturated conditions effects on improvement ratio (safety factor of stabilized SLOPE with pile / safety factor of the SLOPE stability without piles), bearing capacity of foundations, SLOPE stability and slip surface shape in layered SLOPE were investigated. The results show that the slip surface of layered SLOPEs differs depending strongly on the installed pile positions and layered saturation conditions. In consideration of the model tests and numerical analysis results, it is found that, when clayey layer was near ground surface, changes in clayey layers water content significantly affected on slip surface and layered SLOPE stability. Consideration of slipe surface shape for different layers saturation canditions, it is found, saturation of below layers which is located below the slip surface, has not significant effects on SLOPE stability and slip surface shape. But with increasing upper layers water content, large volume of soil were failed. Experimental and numerical results show, for stable SLOPE before applied surcharge load or before water content increases, critical slipe surface occurred in front the installed pile. But for unstable SLOPE, critical slip surface positions depend on layers saturation and soil properties and occurred in front or behind or in upper and lower part of pile. In general The critical slip surface location dependent on water table level conditions and location of pile. Also from the experimental and numerical results it is found, the optimum location of pile for increasing bearing capacity of foundation which is located on SLOPE crest, is near SLOPE crest and maximum magnitude of Bearing capacity ratio ((bearing capacity of reinforced SLOPE/ bearing capacity of non-reinforced SLOPE)(BCR)) was obtained when piles installed near SLOPE crest. Also optimum location of pile for increasing SLOPE stability are found near mid of SLOPE. A close agreement between the experimental and numerical results in FAILURE mechanism and the critical values of the studied parameters is observed.

In this paper, a new scheme for serial communication is proposed. In this method, in addition to the pulse states (high and low), either of negative SLOPE or positive SLOPE of the pulse (saw-tooth waveform) is employed as a representative for another digit. Using pulse SLOPE as a representative for a separate digit will result in sending two-bit-digits using a single pulse, which doubles the transfer rate. The proposed scheme can be used in both synchronized and asynchronized communications and can improve communication speed. Through simulating the proposed scheme, it turned out that this method, because of its proper immunity to noise, can be used as a peripheral interface alongside in-chip communication. The main idea in the raised discussion is to obtain four different geometric pulse shapes acting as four different numbers in the quaternary numeric system, in which it can be serialized/desrialized as easy as pulse states. This proposed method and the suggested system for serialization and deserialization of data can be an adequate alternative in high-speed communication approaches.

In open-pit mine, safety of internal dumps is a significant pointer on the economic perspective of the overall project. It has been found in several studies that unplanned and random deposition of the overburdened material is the main reason for mishaps and FAILURE. The study utilized unmanned aerial vehicles (UAVs) to map the mine dumps, and the precise 3D geometry of the same was reconstructed to evaluate the safety using numerical methods. A framework is proposed to assess and identify the potential zone of instability in the mine dumps. The study was conducted at the open-pit mine at the Raniganj coalfield of Paschim Bardhaman in West Bengal, India. The study assessed the internal dump safety using a 3D limit equilibrium method and numerical methods. Finally, optimum parameters are suggested for the mine dumps geometry under the prevailing geo-mining conditions of the mine site. The framework proposed here for assessing critical zones in mine dumps is cost-effective, easy to use, quick, and efficient.

SLOPE stability is one of the most important issues in an open pit mining design. The main purpose of any open pit mine design is to propose an optimal excavation configuration, considering safety, ore recovery and financial return. An accurate pit SLOPE design which accounts for the mine geology, structural geology, rock mass properties, and hydrogeological models of the mine area, efficiently enhances an entire mining operation. The present paper investigates the FAILURE of an inter-ramp SLOPE in the Teghout mine using the limit equilibrium and finite difference approaches. The geotechnical properties of the rock mass were obtained using field investigations and back analysds. In-situ shear strength parameters of the rock mass were back calculated using the limit equilibrium method. Utilizing sensitivity and probabilistic analyses, the internal friction angle and rock mass cohesion values were obtained 33. 5 degrees and 13. 5 kPa, respectively. On the other hand, the SLOPE FAILURE mechanism and the effect of the SLOPE height and angle on the stability of pit SLOPE were investigated using the finite difference method, and a suitable SLOPE angle was proposed.

Sustainability studies, from the point of view of regional identification with the potential of FAILURE in the soil, and from the point of view of designing the new engineering structures, are considered as important issues in geotechnical engineering and have always been a significant part of the references in this field. Subject is dedicated. In the meantime, instability analysis in classical geotechnical problems such as the back of the retaining wall, bearing capacity of foundation and SLOPEs and landslides with a progressive FAILURE mechanism, is considered as a challenging topic in this discussion. These issues are in the category of issues with large displacements and have always attracted the attention of many scholars in recent years. With advances in computer technology and computational techniques, numerical methods such as finite difference, finite element, and boundary components have been widely employed in analyzing engineering issues. In the meantime, the finite element method, due to the ability of that method to control issues with geometry and complex conditions and modeling the behavior of soil shape change, has increased significantly compared to other numerical methods. In conventional analyzes of soil SLOPEs FAILURE, resistance parameters are assumed to be stable even in large strains without change. However, during the rupture, soil resistance exhibits maximum and residual amounts, and its strength increases prematurely by increasing the plastic strain. In addition to changing soil resistance parameters in the progressive mechanism, the non-uniform nature of the soil also causes spatial variations of these parameters. Therefore, geotechnical systems should be considered in terms of the uncertainty of soil parameters values uncertainly using the concepts of statistics and probabilities. The simulation of a progressive FAILURE is definite or non-deterministic only by applying numerical techniques such as finite element method that are able to simulate the development of deviant plastic strain. Although the finite element method is widely used in the analysis of sustainability issues, however, this approach is based on problems that are essentially related to gridding. In this research, a radial point interpolation method in combination with a random field was used to model the spatial variations of soil resistance properties and SLOPE instability analysis. In order to consider the progressive FAILURE of soil, elastoplastic method has been developed with the Coulomb Moore's behavioral model for applying strain softness. For probabilistic analysis, the random field is also used to determine the cohesion parameters and the friction angle as well as the plastic strain threshold based on their mean values and standard deviation. In order to investigate the application of the point interpolation method with randomized radial functions, a geotechnical earthwork with definite and non-deterministic geometry has been analyzed and its reliability coefficients has been investigated. Based on the analysis of the progressive FAILURE modeling, it is concluded that the actual FAILURE of the soil and the occurrence of continuous displacements occur simultaneously with the formation of a progressive mechanism of soil degradation and the arrival of the slipping path to the ground. In the following, probabilistic distribution functions of the coefficient of reliability were determined by probabilistic analysis and the production of random fields, and then the statistical parameters are calculated.

Background and Purpose: Instability of SLOPEs leading to roads in steep mountainous areas is a major problem in the development of roads worldwide, causing excessive human as well as financial losses. Soil nailing is one way of in-situ soil reinforcement. The behavior of a reinforced soil system depends on different parameters including geometry of the structure, mechanical characteristics of the soil, density of the reinforcing material, and length of the soil reinforcing material as well as the angle it makes with the FAILURE plane. Though much research has been conducted on earth SLOPE stability, few studies have examined the effect on SLOPE stability of the soil nailing angle and tensile force distribution along the nail. In spite of the extensive studies conducted on SLOPE stability, no specific insight has been obtained so far on the effect of the FAILURE plane or soil nailing angle on the tensile force distribution along the nails. In view of these facts, this study aims to examine the effect of nail angle as well as nail length on the nail safety factor with due consideration of the effect of shear strain distribution on SLOPE stability. Selecting the SLOPE leading to Ilam-Salehabad Road in western Iran as our case study, we studied the stability of this SLOPE at different nail lengths and angles. Methodology: The SLOPE leading to Ilam-Saalehabad Road (after the Karbala Road tunnel) was selected as the case study. To determine the mechanical parameters of the soil, we provided soil samples from the SLOPE site and tested them at the laboratory in accordance with ASTM code to obtain the required soil characteristics. The powerful geotechnical software FLAC2 was subsequently used for modeling the SLOPE leading to the road. Upon completion of analysis, we compared the settlement obtained from the software at two points on the earth SLOPE with similar measurements obtained from the instruments, and observed a good agreement between them, with an approximate maximum error of 3%. In the following, the effect of soil nailing angle (with the horizontal line) as well as the length of the nail on the nail safety factor and nail tensile force is discussed. Discussion and Conclusion: Our results showed that increasing the soil nailing angle (i. e., nail driving angle defined as the angle between the soil nail and the horizontal line) from 0 to 30 degrees would increase the nail safety factor by about 23%. Thereafter, increasing the nail driving angle from 30 to 45 would cause a reduction of 2. 8% in the safety factor. A further increase of nail angle (with the horizon) caused a corresponding increase in the tensile force induced in the nails, so that the maximum tensile force at 30 degrees increased by about 6%. The maximum nail driving angle efficiency was observed at the points undergoing maximum shear strain: increasing the drive angle to 30 degrees led to a 10-fold increase in the tensile force developed in the nails at points with maximum shear strains. On the other hand, increasing the nail length increased nail safety factor, so that increasing the nail length by 1 meter would increase nail safety factor by 4. 3%. However, increasing the nail length beyond 1 meter reduced the rate of increase of the safety factor. Accordingly, the optimum length increase in the nails was taken as 1 meter.

In this paper using the upper bound limit analysis method, the stability of soil SLOPE, uniformly surcharged at the crest is investigated. According to the soil behavior at the FAILURE state, a continuous FAILURE criterion nonlinear function of confining stress, and soil initial density is considered. The stress field along the slip surface is entered into the limit analysis formulation according to the Airy stress function. The ultimate uniformly distributed load is obtained by optimizing the virtual work equation. The effects of different parameters such as SLOPE angle, soil unit weight, and initial density are investigated. Considering the nonlinear effects of confining stresses leads to a reduction in the ultimate load. This reduction is more obvious in SLOPEs with lower angles. According to the proposed formulation, with increasing soil density, the ultimate load of the SLOPE stability is increased. The results for different SLOPE angles are compared with those obtained from the limit equilibrium-based methods. The ultimate loads of the proposed method are in some cases lower and in some cases more than the results of different methods based on limit equilibrium.