Academic literature on the topic 'Unreinforced Soil Slope'
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Journal articles on the topic "Unreinforced Soil Slope"
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Wang, Liping, and Ga Zhang. "Pile-Reinforcement Behavior of Cohesive Soil Slopes: Numerical Modeling and Centrifuge Testing." Journal of Applied Mathematics 2013 (2013): 1–15. http://dx.doi.org/10.1155/2013/134124.
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Centrifuge model tests were conducted on pile-reinforced and unreinforced cohesive soil slopes to investigate the fundamental behavior and reinforcement mechanism. A finite element analysis model was established and confirmed to be effective in capturing the primary behavior of pile-reinforced slopes by comparing its predictions with experimental results. Thus, a comprehensive understanding of the stress-deformation response was obtained by combining the numerical and physical simulations. The response of pile-reinforced slope was indicated to be significantly affected by pile spacing, pile location, restriction style of pile end, and inclination of slope. The piles have a significant effect on the behavior of reinforced slope, and the influencing area was described using a continuous surface, denoted asW-surface. The reinforcement mechanism was described using two basic concepts,compression effectandshear effect, respectively, referring to the piles increasing the compression strain and decreasing the shear strain of the slope in comparison with the unreinforced slope. The pile-soil interaction induces significantcompression effectin the inner zone near the piles; this effect is transferred to the upper part of the slope, with theshear effectbecoming prominent to prevent possible sliding of unreinforced slope.
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Liu, Jie, Bin Wang, Yunlong Sun, and Bin Wang. "Analysis of Strengthening Mechanism of the Steep Slope Embankment through Centrifugal Model Test." Shock and Vibration 2022 (July 14, 2022): 1–11. http://dx.doi.org/10.1155/2022/6536257.
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Centrifuge model tests were conducted to investigate the geogrid-gravelly-soil-reinforced steep slope embankments. A control experiment was carried out on a set of unreinforced embankments. The following test results were obtained. Under a centrifugal force, the unreinforced gravelly soil steep embankments failed in sudden collapse and circular sliding. By contrast, the reinforced embankments exhibited a local deformation on the slope surface and a continuous progressive deformation on the slope due to the failure of geogrid-soil interface. The geogrid reinforcement strengthened the soil and enhanced the integrity of the embankment. Thus, the stability of the slope was improved, and the horizontal lateral displacement of the slope and the settlement at the slope crest were reduced. In the design of a geogrid, reinforcements should be sparsely arranged in the upper section of the embankment and densely arranged in the lower section. For equally spaced reinforcements, the geogrid should be strengthened in the middle and lower sections of the embankment.
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Hairulla, Hairulla, Dina Limbong Pamuttu, Eko Budianto, Asep Sunandar, and Daud Andang Passalli. "Slope Reinforcement Study Using Geotextile." E3S Web of Conferences 328 (2021): 10011. http://dx.doi.org/10.1051/e3sconf/202132810011.
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The development of transportation in Indonesia causes the need for land for road use to increase. This encourages people to make the best use of every available land, one of which is in hilly and lowland areas and the topography tends to vary. The development of embankment slopes above the soil with less bearing capacity results in large subsidence and lateral movement. The purpose of this study was to determine the effect of using Geotextile type TS 600 as reinforcement in soils that have low bearing capacity. From the results of laboratory tests, it is known that Geotextile Type TS 600 can reduce deformation that occurs in soft soil. The deformation that occurs in unreinforced soil with a load of 4 kN is -45.5 mm; while the deformation that occurs in the reinforced soil using geotextile type TS 600 layer 1 is -40.31 mm, layer 2 is -35.15 mm, and layer 3 is -30.25 mm. It is known that Geotextile Type TS 600 can reduce the deformation that occurs in soft soil.
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Alyazahari, Lafridha, Luthfi Amri Wicaksono, and Dwi Nurtanto. "Perencanaan Perkuatan Lereng Menggunakan Geoframe di Jalan Raya Dampit-Lumajang." Bentang : Jurnal Teoritis dan Terapan Bidang Rekayasa Sipil 10, no. 1 (January 7, 2022): 59–68. http://dx.doi.org/10.33558/bentang.v10i1.2933.
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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.
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Javankhoshdel, Sina, and Richard J. Bathurst. "Influence of cross correlation between soil parameters on probability of failure of simple cohesive and c-ϕ slopes." Canadian Geotechnical Journal 53, no. 5 (May 2016): 839–53. http://dx.doi.org/10.1139/cgj-2015-0109.
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This paper focuses on the calculation of probability of failure of simple unreinforced slopes and the influence of the magnitude of cross correlation between soil parameters on numerical outcomes. A general closed-form solution for cohesive slopes with cross correlation between cohesion and unit weight was investigated and results compared with cases without cross correlation. Negative cross correlations between cohesion and friction angle and positive cross correlations between cohesion and unit weight, and friction angle and unit weight were considered in the current study. The factors of safety and probabilities of failure for the slopes with uncorrelated soil properties were obtained using probabilistic slope stability design charts previously reported by the writers. Results for cohesive soil slopes and positive cross correlation between cohesion and unit weight are shown to decrease probability of failure. Probability of failure also decreased for increasing negative cross correlation between cohesion and friction angle, and increasing positive correlation between cohesion and unit weight, and friction angle and unit weight. Probabilistic slope stability design charts presented by the writers in an earlier publication are extended to include cohesive-frictional (c-[Formula: see text]) soil slopes with and without cross correlation between soil input parameters. An important outcome of the work presented here is that cross correlation between random values of soil properties can reduce the probability of failure for simple slope cases. Hence, previous probabilistic design charts by the writers for simple soil slopes with uncorrelated soil properties are conservative (safe) for design. This study also provides one explanation why slope stability analyses using uncorrelated soil properties can predict unreasonably high probabilities of failure when conventional estimates of factor of safety suggest a stable slope.
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Han, Xue, Pengyue Ji, Qichen Gu, and Guangsen Mu. "Model Test Study on Dynamic Response of Expressway Plastic-Reinforced Earth Embankment under Earthquake." Geofluids 2021 (February 25, 2021): 1–12. http://dx.doi.org/10.1155/2021/5551699.
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Aiming at the seismic response of plastic geogrid-reinforced embankments, with Zhounan Expressway as the research engineering background, a self-designed seismic-rainfall coupled slope model test system was designed and used to produce 1 : 20 scale plastic geogrid-reinforced embankments. Moreover, the physical model of the unreinforced embankment under Hanshin wave, Wenchuan wave, Tianjin wave, etc. was also studied to carry out comparative analysis on seismic response and dynamic response on test model. The dynamic characteristics and dynamic response of the embankment model were tested from low to high seismic intensity; the changes of the embankment’s natural frequency, damping ratio, acceleration at the measuring point, and dynamic earth pressure were analyzed; and the main influencing factors and damage to the embankment seismic response feature were discussed herein. The test results showed that the initial natural frequency of the reinforced embankment was 42.4% higher than that of the unreinforced embankment, and its initial damping ratio reduced by 19.4%. The attenuation effect of the natural frequency and damping ratio of the reinforced embankment with the loading history was significantly lower than that of the unreinforced embankment. Embankment reinforcement exhibited a very good inhibitory effect on the PGA amplification effect of the embankment, and the inhibitory effect on the interior of the slope was more significant than that on the slope. Moreover, the type of seismic wave, the amplitude of the seismic wave, and the frequency of the seismic wave significantly influenced the PGA amplification effect of the embankment. The peak dynamic soil pressure of the unreinforced embankment at the same location was significantly greater than that of the reinforced embankment. The two embankment models showed significantly different antivibration damage performance. After the peak acceleration of 2 m s-2 was loaded, no cracks were seen on the surface of the embankment model. When the peak acceleration of 3 m s-2 was loaded, on the slopes of the two embankment models, smaller cracks were observed in the middle and upper parts of the face. When the peak acceleration of 4 m s-2 was loaded, the failure of the unreinforced embankment model was obvious. Large cracks on the top of the slope could reach 16 mm in width, and 27 mm settlement appeared at the top, and the slope was convex. The reinforced embankment model was only on the slope shoulder. Moreover, there were fine cracks on the top, and the slope top settlement was less than 5 mm. The research results provide theoretical support for preventing and controlling the road embankment vibration diseases and improving highway durability design.
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Islam, Mohammad Nurul. "Small Scale Experiments to Assess the Bearing Capacity of Footings on the Sloped Surface." Eng 1, no. 2 (November 20, 2020): 240–48. http://dx.doi.org/10.3390/eng1020016.
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Construction of civil engineering structures on or next to a slope requires special attention to meet the bearing capacity requirements of soils. In this paper, to address such a challenge, we present laboratory-scale model tests to investigate the effect of footing shape on the sloped surface. The model comprised of a well stiffened mild steel box with three sides fixed and one side open. We considered both with and without reinforcement to assess the effectiveness of reinforcement on the sloped surface. Also, we used three types of footing (i.e., square, rectangular, and circular) to measure the footing shape effects. We considered three different slope angles to evaluate the impact of the sloped face corresponding to the applied load and the reinforcement application. We obtained that the maximum load carrying capacity in the square footing was higher than the rectangular and the circular footing for both the reinforced and the unreinforced soil. With the increase of geo-reinforcement in all three footing shapes and three sloped angles, the load carrying capacity increased. We also noticed a limiting condition in geo-reinforcement placement effectiveness. And we found that with the increase of slope, the load bearing capacity decreased. For a steep slope, the geo-reinforcement placement and the footing shape selection is crucial in achieving the external load sustainability, which we addressed herein.
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Srilatha, N., G. Madhavi Latha, and C. G. Puttappa. "Effect of Slope Angle on Seismic Response of Unreinforced and Reinforced Soil Slopes in Shaking Table Tests." Indian Geotechnical Journal 47, no. 3 (February 11, 2017): 326–37. http://dx.doi.org/10.1007/s40098-017-0225-y.
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Keskin, Mehmet Salih, and Sedat Kezer. "Stability of MSW Landfill Slopes Reinforced with Geogrids." Applied Sciences 12, no. 22 (November 21, 2022): 11866. http://dx.doi.org/10.3390/app122211866.
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Slope stability is one of the main problems encountered in MSW (municipality solid waste) landfill designs. Slope stability calculations become difficult due to the heterogeneous structure of MSW landfills and leachate, and therefore, slope geometries are formed by choosing low slope angles for safe designs. This causes less waste to be stored on site. This study presents slope stability analyses of MSW landfills. Numerical analyses were performed using finite element and limit equilibrium methods. The stability behavior of landfill slopes was analyzed for both unreinforced and geogrid-reinforced conditions in order to investigate the effects of shear strength parameters, the unit weight of soil waste, and material model parameters. It has been seen that the stability of landfill slopes can be increased significantly using geogrid materials. When the optimum geogrid parameters obtained from the numerical analysis results are used, it has been observed that the safety factor of the slope can be increased by up to approximately two times. Slopes in landfills reinforced with geogrid reinforcements can be formed steeper, allowing more solid waste to be stored. Considering the high initial investment cost of MSW landfills, it has been concluded that storing more solid waste with the use of geogrids will provide significant economic gains. Based on the results, the optimum values of geogrid parameters were determined and suggested for maximum reinforcing effects in MSW landfill slopes.
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Latha, N. Sri. "Numerical Studies on Stability of Sand Slopes." ECS Transactions 107, no. 1 (April 24, 2022): 15309–15. http://dx.doi.org/10.1149/10701.15309ecst.
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Stability analysis of slopes is generally performed to assess the safe design of man-made or natural slopes. Choice of analysis depends on both site conditions and the probable mode of failure with consideration being given to the varying strengths and limitations involved in each method. Numerical techniques provide an approximate solution to field problems which otherwise cannot be solved by conventional methods due to complex geometry, anisotropic material, non-linear behavior, and in-situ stresses. Present study presents results of stability of unreinforced and reinforced model slopes using GEOSTUDIO 2020 and stability calculations were performed using SLOPE/W module and factor of safety of slopes with and without reinforcement is computed by considering various methods. Soil is modeled as a Mohr-Coulomb material in the analysis. The soil properties obtained from laboratory investigation was given as input parameters and analysis was carried out for different types of model slopes. The results from analysis are presented and discussed in detail.
Dissertations / Theses on the topic "Unreinforced Soil Slope"
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Abd, Akram Hasan. "Geosynthetic-reinforced and unreinforced soil slopes subject to cracks and seismic action : stability assessment and engineered slopes." Thesis, University of Warwick, 2017. http://wrap.warwick.ac.uk/95496/.
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The main purpose of this thesis is on one hand to enhance the current predictive capabilities of the stability of soil slopes and on the other hand, to improve the design practice to stabilise natural slopes showing signs of distress and make the design of engineered slopes more affordable. To achieve the first objective an analytical method achieved by the upper bound theorem of limit analysis and the pseudo-static approach is derived for the assessment of the stability of slopes manifesting vertical cracks and subject to seismic action. The method is validated by numerical limit analyses and displacement-based finite-element analyses with strength reduction technique. Employing this method slope stability charts to assess the stability factor for fissured slopes subject to both horizontal and vertical accelerations for any combination of c, φ, and slope inclination are produced. To achieve the second objective limit analysis was employed to derive a semi-analytical method to extend the applicability of current method to design the slope reinforcement for frictional backfills to cohesive frictional backfills. Design charts providing the amount of reinforcement needed as a function of cohesion, tensile strength, angle of shearing resistance and slope inclination are obtained. From the results, it emerges that accounting for the presence of cohesion allows significant savings to be made, and that cracks are often significantly detrimental to slope stability so they cannot be overlooked in the design calculations of the reinforcement. Also, a new numerical method to determine multi-linear profiles of optimal shapes for reinforced slopes in frictional backfills is presented. The method is based on the limit analysis upper bound method together with genetic algorithms and provides an optimal profile for a prescribed average slope inclination, backfill strength properties and desired number of layers to be used. Several stability charts illustrating the savings on the required amount of reinforcement are provided for the benefit of designers.
Book chapters on the topic "Unreinforced Soil Slope"
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Ghutke, Vishal S., Simran Sheikh, and Anirban Mandal. "An Experimental Study of Unreinforced and Reinforced Soil Slope Under Static Loading." In Recent Advancements in Civil Engineering, 599–609. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-4396-5_52.
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Jin, Lingxiao, Wenmei Gao, Ze Liu, Biao Zhang, Yating Wu, and Zhaoyun Ma. "Study on Reinforcement Design Method of Rail Anti-Slide Pile for Open Pit Slope." In Advances in Transdisciplinary Engineering. IOS Press, 2022. http://dx.doi.org/10.3233/atde220938.
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Because of the outstanding anti slide ability of pile group, simple construction and low cost, the use of rail anti slide pile to strengthen the slope of open-pit mine has been favored by many mining enterprises. However, the existing research is mainly based on engineering experience and numerical analysis, and there is still a lack of corresponding research on the design theory and method of strengthening slope with iron anti slide pile. By analyzing the actual characteristics of slope reinforced by rail anti slide pile group, an analysis model is established based on the criteria of geometric equivalence and strength equivalence. The model considers the influence of rail pile and slope soil strain softening, and on this basis, an analysis method is established. The centrifugal model test is used to verify the proposed slope stability analysis method strengthened by rail anti slide pile. The results indicate that the analysis methods can well reflect the instability and failure of the slope for the unreinforced slope and the slope strengthened by rail anti slide pile. Taking the actual project as an example, the design method proposed in this study is adopted to design the slope reinforcement scheme in view of the problem that the slope deformation of the waste dump along the slope increases. The monitoring results show that the slope deformation is well controlled and the reinforcement effect is obvious.
Conference papers on the topic "Unreinforced Soil Slope"
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Choudhury, Deepankar, and Deepa Modi. "Displacement-Based Seismic Stability Analyses of Reinforced and Unreinforced Slopes Using Planar Failure Surfaces." In Geotechnical Earthquake Engineering and Soil Dynamics Congress IV. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40975(318)189.
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