masoud amelsakhi

Due to the widespread problem of excavation in urban and non-urban constructions, the importance of stabilization of excavations and walls is felt more. One of the methods used in this matter is the use of steel sheet pile walls. When using steel sheet pile wall, the soil in and around the site may be of weak soil type for backfill, so it is necessary to strengthen this soil by using different methods. In this research, using the available information about the characteristics of the mixture of sandy soil and tire chips with volume ratios of 15 and 30%, the behavior of the sheet pile wall with different heights, under the effects of increasing the depth of the reinforced layer in the backfill, with The use of PLAXIS finite element software is investigated. The results show that the use of a mixture of sand and tire chips in the backfill part of the wall instead of full sand backfill leads to a reduction in the lateral displacement and the bending moment of the sheet pile. Also, the anchor force decreases. In this case, the settlement, increases to a small amount. Also, by increasing the depth of the reinforced layer, so that the entire backfill is reinforced with tire chips, the lateral displacement and bending moment of the sheet pile is reduced.

This research is a laboratory study to improve the geotechnical properties of sandy soils. Concrete waste with a grain size of 1.2 to 1 inch was used for this purpose. The effect of using concrete waste at 0, 10, 20 and 30 weight percent on dry sandy soil in two loose and dense states was investigated. Based on the results of the direct cutting test, the addition of concrete waste has increased the shear strength and the internal friction angle of the soil; The loose samples made with ٪30 of concrete waste had the greatest effect, so adding ٪30 of concrete waste to loose sand increased the internal friction angle of the soil by ٪32 and the shear strength by ٪42 Similarly, adding ٪10 of concrete waste to dense sand increased the internal angle of friction of the soil by ٪4 and the shear strength by ٪6.

One method for rehabilitation of weak and problematic soil properties is rehabilitation by using physical added material such as fibers. In this paper, effect of glass fiber on rehabilitation of clay soil mechanical properties is studied. The main goal of this paper is evaluation of how added glass fiber to clay soil can affect engineering properties of soil, particularly unconfined compression strength and elasticity modulus of reinforced soil. In this research five different composition of soil and glass fiber (0.5 to 2.5) per cent with 11, 13 and 15 per cent water content are used. In order to study the effect of water content and glass fiber, unconfined compression tests have been done on clay soil reinforced by fiber glass and unreinforced clay soil. Obtained results in this research show that adding glass fiber to clay increases highly unconfined compression strength and elasticity modulus of the reinforced clay. Increasing fiber glass and water content, increases failure strain and makes difference in failure situation of the reinforced clay. Increasing water content in samples, increases ductility and failure strain of reinforced clay and decreases unconfined compression strength and elasticity modulus.

Energy pile is dual purpose foundation that transfers structural loads and also transforms energy. They act as heat exchanger in addition to transferring loads to underneath earth layers. The change in temperature along energy piles, resulting from their employment in heat exchange operations, causes axial displacements, thermally induced axial stresses and changes in mobilized shaft resistance which may have possible effects on their behavior. To investigate the effects of soils on energy pile, in present study a two dimensional (2D), axisymmetric numerical model for the energy piles has been created using finite element method base on the field test. The main purpose of this study is investigating energy pile response in various soils. This was performed by considering some different hypothetical layers with the bedrock under them and their results which included displacement, strain and stresses induced by thermal load compared with four layered soil experimental data. The results showed that soil properties have important effect on the response of energy pile. Also temperature affects pile reactions. e results showed that soil properties have important effect on the response of energy pile. Also temperature affects pile reactions. Obtained results show that displacements, stresses and strains in layered soils are between the displacements, stresses and strains obtained in homogeneous soil layers. The results show that the soil stiffness increases, the strains decreases

Stabilizing materials can be used as a soil improvement technique when dealing with inappropriate soils. This study investigates the effects of wetting and drying cycles on the clayey soil stabilized with Calcium Lignosulfonate and also polyethylene fibers. For this purpose, unconfined compression strength and durability of the prepared samples under wetting and drying cycles are investigated. Atterberg limit tests, standard compaction tests and unconfined compression tests have been performed on the prepared samples. Also, the optimum curing duration for soil stabilized with lignosulfonate is investigated. The results show that lignosulfonate-stabilized clay was not sufficiently durable against wet and dry cycles. Based on this result, the stabilization of clay with lignosulfonate stabilizer has a great weakness that is the main drawback to the use of this stabilizer. Addition of 4% polyethylene fibers increases the durability of stabilized samples up to 600% against wet and dry cycles. Also, adding polyethylene fibers to stabilized clay soil with lignosulfonate reduces the weight loss of the materials (70%).

Topographic and geological features have a significant impact on ground movements. Some topography is distributed intermittently in nature. Topographic alternation can be one of the reasons for the significant intensification of earth's seismic motion. However, most studies have focused on the amplification caused by a single topography. Limited research has been conducted on intermittent topography. In this paper, the intensification of seismic motion of the earth in heterogeneous semi-sin hills that hill materials, layers with angles of 15 to 75 degrees relative to the horizon, have been investigate. At all angles of layering, with the increase in the number of hills, the displacement intensification also increases, for example, for the ridge, at an angle of 45 degrees, the maximum magnification in the presence of a roughness is 1.63, but the same amount reaches to 1.66 when the three roughness is topographical. At smaller angles, the increase in the amplification of three-layer hills is more noticeable than the two-layer hills, and the larger the inter layer angle, the closer the amplification of the two and three-layer hills to the other. Therefore, each of the parameters of changing the angle of materials of the layers in the hill, as well as the increase in the number of layers in the hill, have an impact on the amount of seismic amplifications and each of these parameters should be considered in seismic designs.

Soil improvement has long played an important role in civil sciences, especially in geotechnics. However, with the passage of time and the lack of resilient lands for the construction of more advanced construction structures, engineers in this field decided to use new methods to stabilize and reinforce problematic soils. Also in recent years, environmental problems such as the increase of waste and industrial waste and their release into the living environment have created problems for the life of living Creatures. In these circumstances, geotechnical engineers have tried to use these materials in construction projects to protect the environment and, also, due to the very low cost of waste materials, reduce the economic costs of soil improvement projects. As a result of this study, granular soil is reinforced in two loose and semi-dense states using Polymeric industrial waste material called full ethylene-vinyl acetate (EVA). The experiments were performed at different weight percentages of EVA (0, 0.25, 0.5, 0.75, 1, 1.25, 1.5, 1.75, 2, 2.25, 2.5, 3 and 4), without adding moisture and using the CBR device. The results show that soil CBR has increased significantly with the use of these additives, and its effect on the soil increases with the reduction of the specific weight of the soil.

This research is a laboratory study to improve the geotechnical properties of fine-grained soils. For this purpose, agricultural waste ash such as sugarcane bagasse, rice husk and almond husk have been used. In this regard, the effect of using ash of the mentioned fibers with at 4, 8 and 12 weight percentages on fine grain clay soils has been investigated. The compaction test results indicate that these additives generally increase the optimum soil moisture and the maximum optimum moisture was observed for the samples made with 12% ash. Also, based on the results of the unconfined compressive strength test, the studied additives have increased the uniaxial strength of the soil. The samples made with 12% ash were the most effective, so that the addition of 12% bagasse ash increased the soil resistance by 117%, and the addition of 12% rice husk ash and almond husk ash increased the soil resistance by 89, 80% respectively.

Collapsible soils are among the problematic soils in nature that due to wetting, make many settlements so that according to research, the amount of settling can reach 1 to 2% of the thickness of the soil layer.If this type of soil is not identified, if structures are built on them, the constructed structure will be damaged if the soil saturates and changes in soil moisture. The existence of such soils in many parts of the world including Kerman province of Iran, necessitates the attention to study the behavior and characteristics of the collapsible soils. The aim of this contribution is to investigate the effect of butadiene rubber on the stabilization of collapsible soils. The tested fine-grained soils that have been sampled from two different sites were stabilized through injecting different percentages of butadiene (the number of experiments was 84). The ASTM D5333 Double-Consolidation Method, was applied in order to examine the stabilized soils on intact soil samples. The results show that the penetrations of butadiene rubber as well as the formation of butadiene rubber columns have led to reduction in soil collapse. Considering development of intelligent systems using prediction behavior of stabilized collapsible soils, the ANFIS model was used to predict degree of collapsibility of soil samples stabilized by injection Styrene Butadiene Rubber.

Nowadays unlike decades ago, environment plays decisive role for using materials in construction. For example, one considerable part in a project is exploring environmental aspects as a preparatory topic. Chemicals such as cement have been used for decades in construction projects, however chemicals will lead to health catastrophe for both environment and human consequently. One considerable hitches in human life is waste materials such as sawdust which will jeopardise environment. One solution to alleviate these problems is using wastes in construction projects as substitution for cement. In this research, sawdust and zeolite were used to decrease cement use on sandy soil's improvement. Amount of materials are as follows: 4% cement (base on main soil weight), 0,1,3 and 5 % sawdust with two different sizes include powder and fibers (as supersede by cement) and 0, 10, 30 and 50 % zeolite as a supersede by cement. Results showed that zeolite and sawdust increase OMC but decrease MDD. Zeolite meets its optimum in 30% and powdered and fibrous sawdust in 3 and 1% subsequently. Finally, rupture strain will experience a sharp increase by enhancing amount of sawdust. Overall it can be concluded that longer sawdust is more effective than short one.

Collapsible soils are a category of natural soils that are associated with problems. In other words, under a uniform tension, their volume will be reduced to a great extent due to increasing humidity. This decreased volume will destroy the soil's structure and will finally lead to a significant settlement. The existence of such soils in many parts of the world including central parts of Iran, e.g. Kerman province, requires conducting studies on the behavior and properties of collapsible soils. In this study, the impact of butadiene rubber on the stabilization of these soils has been investigated. The fine-grained soils in this study have been taken from two different sites and they've been stabilized through injecting different percentages of butadiene rubber (number of experiments=84). The stabilized soils have been evaluated through ASTM D5333 double consolidation. Besides, Atterberg's properties have been studied on non-manipulated soil samples. The penetrations of butadiene rubber as well as formed beams of butadiene rubber results in the reduction of studied soil's collapsibility. Furthermore, it resulted in lowering down fluidity property in soils with a high fluidity rate and vice versa, i.e. will result in increased fluidity in low-fluidity soils. Considering the development of smart systems in the prediction of stabilized collapsible soils' behavior, this study predicts the collapsibility potential and Atterberg's limits of soil samples stabilized using butadiene rubber through ANFIS model. The accuracy of this model has been investigated as well and the results are analyzed.

Soil properties improvement involves a variety of approaches. Among them, the addition of specific materials to the soil has been widely adopted in the literature. Although cement impact on environment is negative, it has been widely-used in many construction projects. Therefore, the main purpose of this research is to find suitable alternative methods to decrease cement usage, one of which is the addition of polypropylene fibers and zeolite. 126 types of unconfined compression tests with different ingredients were carried out with the aim of decreasing cement usage and improving soil properties. Two types of sandy soil were adopted in this study, i.e., SP and SW soil. They were improved by 4% of cement, 0, 0.25, 0.5, 0.75, and 1% of polypropylene fibers with random distribution, and 0, 10, 30, 50% of zeolite were used during curing periods of 7, 14, 28 days. According to the compaction test results, with the addition of 0.5% polypropylene to the SW soil, and 1% to SP soil, the value of optimum moisture increases, and then decreases. On the other hand, the addition of polypropylene fibers resulted in decrease of the special dry weight of both type of soils. It also revealed the optimum percentage of zeolite and polypropylene fibers to the SW soil are 30% and %0.5, respectively, while this values in the SP soils are 10% and %0.75, respectively. The proper adoption of zeolite and polypropylene in cement led to increase in unconfined compression tests as well as elastic deformation strength.

The increasing number of rubber wastes and their depots is a significant environmental problem. These wastes can be used to improve soils. On the other hand, cement production causes environmental pollution. If natural cementitious materials such as zeolite, which have abundant resources in Iran, are used, it will be economical and help the environment. In this research, the use of rubber granule and zeolite as additives in the stabilization of sandy soils with cement is evaluated. For this purpose, uniaxial compressive strength test on samples with different amounts of cement 6, 8 and 10% relative to the dry weight of the sample and replacement percentages of 0, 10, 30, 50, 70 and 90 of zeolite relative to cement and replacement percentages 0, 2.5, 5, 7.5, 10 and 12.5 of rubber granules were carried out. The results show that rubber granules and zeolites increase the final strength and strainability of the samples. SEM imaging of the samples showed the cohesion and integrity of the stabilization due to the addition of zeolite and rubber granule. The best mixing composition in the present study is 7.5% rubber granule and 30% zeolite as a cement substitute.

Oil-contaminated soil should be remediated or can be used as filling materials .The evaluation of bearing capacity of geocell-reinforced soil abutment wall is the purpose of present study under conditions of the backfill contaminated soil through numerical modeling based on PLAXIS 2D. The behavior of the wall is studied based on changes in the amount of oil, the distance between the strip footing and the wall facing (D), the height (hg) the length (L) and the number of geocell layers as well as the wall slope. The numerical results showed that the maximum length geocell layer required is 2.16 times the footing width and the optimum geocell length is equal to 1.0 times the wall height (H). The increase in the geocell height and number of geocell layers leads to increase in the soil stiffness, leading to increase in the bearing capacity of footing and decrease in the horizontal displacement of wall. The results showed that reducing the slope of the wall is very effective in reducing the horizontal displacement of the wall. In general, the soil contamination due to the oil has a negative effect on wall performance. In other words, an increase in the amount of oil reduces the percentage improvement in the wall behavior due to an increase in the height, length and the number of geocell layers. For example at hg/B = 0.6 and settlement equal to 10% of the footing width, the bearing capacity of footing for soil contamination with 9% oil reduces by 35%.

Nowadays, modern and environmentally friendly methods have been used to stabilize soils and to improve soil engineering properties. One of these methods is formation of calcium carbonate precipitation in soil pores for increasing strength, cohesion, hardness of soil and decreasing soil permeability. Since most studies have been performed on the formation of calcium carbonate precipitation by using urea hydrolysis by bacteria. In this study, calcite precipitation was made by direct use of urease enzyme. In this method there is no limitation like using of bacteria and also there is no harmful effects on planting. This study investigated the effect of adding urease enzyme to cement and zeolite-stabilized sandy soils as well as the effect of fine aggregates. The results of the uniaxial strength tests showed that with 10% replacement of zeolite instead of cement while 10% fine grains were used, more resistance was observed to the samples without zeolite and with less fine grains. On the other hand, by adding urease enzyme with 4% cement, 10% fine grains and urease enzyme in the comparison of samples without enzyme increased the compressive strength at 14 and 28 days, 5.12 and 4.107, respectively.

Soil plays an important role in any structure, so soil improvement has become one of the most essential parts of construction projects. This study investigated influence of sawdust admixture on inshore sandy soil stabilized by zeolite and urease enzyme. One of the problems that environmental engineers encounter with is accumulating waste materials ،sawdust is one of these materials. One way for reducing these side products is reusing them, especially for soil improvement. Sandy soil with uniform granulation (SP) due to it’s incoherence is one of the most problematic kind of soils. Therefore, sawdust with zeolite has been used to improve soil engineering properties and the results have been compared with the effect of calcium carbonate precipitation (CaCO3) on the soil. Today, by advancement in various sciences and knowledge boundaries elimination in various fields, new and environmentally friendly materials can be used as an alternative method to traditional materials. One of these substances is urease enzymes, which are obtained from natural sources such as Jack Beans or bacteria’s activity such as Sporosarcina pasteurii. Samples in this study were made with 4, 8 and 12 percent by weight of zeolite and 4, 8 and 12 percent by weight of sawdust and were cured for 7, 14, 28 and 45 days. According to compaction test results, by increasing zeolite and sawdust’s percentage, optimum moisture content has been increased and maximum dry density decreased. The results of unconfined compression strength (UCS) test showed that the samples with 4% sawdust, 8% zeolite and calcite precipitation has about 9% increase in maximum strength compare with the samples without calcite precipitation and with higher zeolite content. Also, the rupture strain of samples with calcite precipitation was higher than the samples without it.

Geothermal energy is one of the most environmental-friendly and cost effective energy sources with potential to replace fossil fuels and help mitigate global warming. Recent technological progress, energy price variability, difficulty of oil and gas supply from foreign countries and the need to reduce fossil fuel deployment have made the exploitation of geothermal energy, especially for heating and cooling purposes, an attractive and viable energy alternative. Energy pile provides a mean to reduce energy consumption for space heating and cooling, while functioning as a support for superstructure. Despite of the environmental benefits of energy pile, some countries are still reluctant in implementing energy pile. This is because of knowledge gap on the influence of temperature cycles on energy pile ultimate and serviceability limit states. This paper reviews the geo exchanger and energy pile systems and highlights their applicability and efficiency as well as advantages and limits. To investigate the effects of soils on energy pile, in present study a two dimensional (2D), axisymmetric numerical model for the energy piles has been created using finite element method based on the field test. The main purpose of this study is investigating energy pile response in various soils. This was performed by considering some different hypothetical layers with underlain bedrock and their results which included displacement, strain and stresses induced by thermal load compared with four layered soil experimental data. The results showed that soil properties have important effect on the response of energy pile. Also temperature affects pile reactions.

Geothermal energy is one of the most environmental-friendly and cost effective energy sources with potential to replace fossil fuels and help mitigate global warming. Recent technological progress, energy price variability, difficulty of oil and gas supply from foreign countries and the need to reduce fossil fuel deployment have made the exploitation of geothermal energy, especially for heating and cooling purposes, an attractive and viable energy alternative. The choice of the proper geothermal system (for heating or cooling) is essentially based on the need of cost containment and environmental constraints. Energy pile provides a mean to reduce energy consumption for space heating and cooling, while functioning as a support for superstructure. Despite of the environmental benefits of energy pile, some countries are still reluctant in implementing energy pile. This is because of knowledge gap on the influence of temperature cycles on energy pile ultimate and serviceability limit states. This paper reviews the geo exchanger and energy pile systems and highlights their applicability and efficiency as well as advantages and limits.

Source, site and path effect are three important parameters in ground seismic response in any area (flat surface and sloping surface). Site effect is a key parameter to study the evaluation of the seismic response of a hill or valley particularly in soil. Another important parameter is the soil layer combination in height of a hill, for example. In other words, appearing a loose and weak layer between dense soil layers, makes different seismic responses in comparison with a full homogenous slope in height. As we know in nature, there is not full homogenous slope or hill, so it is very important to study this problem in evaluating ground seismic response. We should take part soil slopes and rock slopes in seismic analyses. In this research, only non-homogenous soil hill is studied. We know that the slope angle has a clear role on the hill seismic response, so the amplification can be seen in top of the hill. It is clear that gathering energy in a bounded local area, top of the hill, can make a great response at top of the hill, as we call it, amplification. Amplification is related to different parameters such as soil layer parameters, geometry, slope angle, wave type and its characteristic as dominant frequency, and maybe so many other parameters that researchers have not studied yet. Another important civil engineering problem is construction on top of the slopes or near them. Therefore, in high seismic disaster areas, we may have large demolition of structures if designer has not implemented the site effect on his/her analysis. Recently, in 2800 Code (4th edition), topography effect is implemented in a simple table due to the slope angle to increase horizontal acceleration parameter. It should be noted that other different parameters may have great effect on ground seismic response and slope angle is one of them. In this research, effects of non-homogenous slopes’ angle on seismic response of ground surface due to the incident SV wave using FLAC 2D finite difference software are studied. Different parameters are used in this research. The numerical and behavioral model linear elastic is selected. In order to study the effect of non-homogenous slopes, slopes with different materials with 25, 30, 35, 45 and 60 degree are selected. In addition, dependence of slope angle with other slope height and incident wave frequency are studied. Obtained results show that the effect of slope angle on seismic response, in comparison with other studied parameters, are low and it may be neglected. Besides, it can be seen that changing the location of soil layers, does not have high effect on ground seismic response. The results show that the effects of slope angle in low frequencies and also low height are small on ground seismic response. Thus, increasing these parameters, frequencies and slope height, increases the effect of slope angle on ground seismic response. In this research, due to dependence of slope angle to slope height and incident wave frequency on ground seismic response, the effect of slope angle on amplification of non-homogenous slopes are studied based on different  (normalized height). In , the effect of slope angle on amplification response can be neglected. In other words in this condition the effect of slope angle is small but increasing , increase this effect. For  the amplification response in slopes with 25 degree is the highest in comparison with 30-degree slope. In addition, these results can be seen in 30-degree slope in comparison with 35-degree slope.

Earth-fill dams stability in steady state seepage condition is very important, especially during earthquakes. Numerical software analyses require accurate and realistic modeling of construction stages. Since earth-fill dams are constructed in different layers, so these conditions should be considered in software modeling to achieve a reasonable design. In this study, an earth-fill dam is modeled in PLAXIS software and the effects of the number and shape of layers are studied in dry and steady-state conditions. Obtained results in static and pseudo-static analyses show that modeling of earth-fill dams with different layers has significant effects on shear stresses and horizontal displacements. For example, horizontal displacements and shear stresses, increase at least 50% and 17% respectively, in comparison with single layer models. According to the obtained results, it can be mentioned that modeling of an earth-fill dam in the layered model and rather in inclined layers are more reasonable.

This study aims to rigorously examine the influences of the vertically propagating recorded strong ground motions on the trapezoidal-shaped hills in different sizes and shape ratios. In order to generalize the results of the study, one-dimensional as well as two-dimensional analyses are conducted. Then, intended results are represented in dimensionless form as a result of which amplification ratio patterns are extracted and compared with each other in terms of displacement, velocity, and acceleration. Similarly, corresponding response spectra ratios are derived on significant points on hill-crest, hill-side, and beside of that, and juxtaposed in diagrams. Results of the assessment are put together with that of recent studies and predictions of the reliable codes. An adequate agreement between maximum values of amplification ratios obtained in time-domain analyses and spectral analyses makes us hopeful to think of connecting time-domain parameters with spectra-related ones to propose an accurate equation, which considers more effective variations regarding the topographic seismic effects and gives most reliable prediction. However, here, an equation has already been suggested to draw amplification ratio patterns on different points of the hill for a limited hillshape, dimension, media characterization and constitutive model. Comparing the estimations of the amplification ratio patterns using different methods proves that, considering potent parameters related to the time-domain and frequency-domain, the proposed equation is more efficient than the other codes.

Introduction Usually, the construction of new multi-story buildings require deep supported excavation. Steel sheet pile walls are being widely used in civil engineering projects for excavation support systems. Many researches have performed about various problems of steel sheet piles, like steel sheet pile behaviors; using of sheet pile as a permanent structure; long term performance of sheet piles; Vertical bearing capacity; construction of steel sheet pile walls on sloping ground; performance of steel sheet pile wall for supporting an excavation in urban environment. Soil is not uniform in depth, sometimes loose soil layer may exist in various depth and situations. This issue can cause different effects on ground surface displacements, forces and moments acting on sheet pile and struts during excavation procedure, compared with status that soil is uniform in depth, especially in seismic conditions that must be considered in design of sheet piles and struts. Methodology In this study a deep excavation by using finite element method is analyzed. Excavation’s depth is divided to three clayey layers. One of three layers is loose clay layer that its positions is modelled in three different situations, top, middle and bottom. Obtained results are compared with excavation without loose layer. Since excavation support system may be a permanent structure, long term stability must be considered. Pseudo static analysis is performed by applying 0.3g horizontal acceleration. Models are analyzed in different situations, dry and saturation. Width and depth of considered excavation are 10 and 12 meters, respectively. The first strut is installed beneath one meter of ground surface and subsequent struts are modeled in 3 meters spacing from each other so that finally, four struts are considered along the depth of excavation. Change percent of different parameters in models with clay loose layer is calculated in comparison with model without clay loose layer. Results According to comparative obtained results it can be concluded that: 1. Existence of a loose clay layer on two stiff clay layers that thicknesses of all three layers are same, generally has reducing effects on soil and sheet piles deformations, forces and bending moments of sheet piles. 2. With increasing depth of loose clay layer, lateral deformation, shear force and bending moment acting on sheet piles are increased. In depth equal to two times of loose layer thickness, these parameters have maximum values. In fact, with increasing sheet piles horizontal displacement, bending moments are increased. 3. Maximum horizontal displacement of the soil is in condition that loose clay layer is bottom layer. 4. When loose clay layer is located on the middle or bottom layer, shear forces acting on sheet piles are greater due to loose layer located on upper layer. 5. Generally, it can be said, with increasing depth and location of loose clay layer, affecting parameters on sheet piles and struts behaviors are increased. 6. Existence of loose clay layer changes axial force of struts. This issue must be considered in design of sheet piles, especially in design of middle struts. 7. Saturated situations increase axial force of struts.

1. Soil slope stability depends on different parameters such as layers geometry, types of layers, layers condition (saturated, wet or dry), underground water level, static and seismic loads and also many other parameters. There are many solutions to stabilize the soil slopes; e.g. nailing method, using drainage, changing the slope’s geometry, and using a retaining wall. One of the newest methods is using geosynthetics. In this research, geo-fabric is used to stabilize the soil slope and the static and pseudo slope stability analyses are performed. Since the tensile strength of soil is not usually acceptable, geo-fabric can increase the tensile strength of soil and hence the safety factor of slope stability increases. Low and Tang developed a limit equilibrium method for the analysis of soft soil slope stability [1]. Ghazavi and Amel Sakhi used the 30*30 direct shear tests to evaluate the internal soil-rubber friction angle [2]. 2. Experimental study:In this research, the Geo-Slope software is used for soil slope stability analyses. Different pseudo static earthquake factors are selected. Slope’s height is 15 m constant, the slopes are 1V:1.75H, and the foundation’s depth is 3 m. There are two different layers in foundation, soft and stiff, and their combinations are varied in different analyses. The analyses are static and pseudo static. The slope and its foundation are analyzed in dry condition, so the water table level is ignored in this research. The Mohr-Coulomb model is used in all static and pseudo analyses.3. Results and discussion3.1. Static numerical In Fig.1, an example of static analysis results are presented. In Fig.2, the result is concerned with the soft layer on top of the stiff layer in foundation. It can be seen that the safety factor increases as the number of geo-fabric layers increases. The obtained results show that the Janbu method gives the minimum safety factors in comparison with other slope stability methods used in this research. 4. Obtained results in this research show that in both static and pseudo static slope stability analyses, as the number of geo-fabric layers increases, the safety factor increases in all different slope stability methods. The safety factor increases in all different methods as the spacing between the geo-fabric layers decreases. The results show that when the strong layer of foundation is located on top of the weak layer of the foundation, the safety factors are greater. The Janbu method gives the lowest safety factor against the other methods studied in this research.