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Journal articles on the topic 'Unreinforced Soil Slope'
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1
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.
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Bull, Daniel, Ian Sinclair, Fabrice Pierron, Tiina Roose, and Joel Smethurst. "Understanding the mechanisms of root-reinforcement in soils: soil shear tests using X-ray computed tomography and digital volume correlation." E3S Web of Conferences 92 (2019): 12009. http://dx.doi.org/10.1051/e3sconf/20199212009.
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Soil containing plant roots may be expected to exhibit a greater shearing resistance compared with the same ‘unreinforced’ soil, providing enhanced stability and effective erosion control, particularly for earth slopes. To be able to rely on the improved shearing resistance and stiffness of root-reinforced soils, it is important to understand and quantify the effectiveness of root reinforcement. This requires sophisticated multiscale models, building understanding at different length scales, from individual soil-root interaction through to full soil-profile or slope scale. One of the challenges with multiscale models is ensuring that they are representative of real behaviour, and this requires calibration to detailed high-quality experiments. The focus of the work presented was to capture and quantify root-reinforcement behaviour and associated soil and root deformation mechanisms during direct shear at the macroscopic to millimetre length scales. A novel shear box was developed to operate within a large-scale X-ray computed tomography (CT) scanner. Tests were interrupted to be scanned at a series of shear displacements from 0-20 mm to capture the chronology of behaviour in three-dimensions. Digital volume correlation (DVC) was applied to the CT dataset to obtain full-field 3D displacement and strain component information. The study demonstrates feasibility of the technique and presents preliminary DVC results.
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Amena, Shelema. "Analysis of the Stability of Reinforced Plastic Waste Treated Clay as Embankment Fill on Soft Soils." Advances in Civil Engineering 2022 (August 30, 2022): 1–10. http://dx.doi.org/10.1155/2022/1831970.
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The purpose of this study is to analyze the suitability and stability of clay soil treated with plastic waste as an embankment fill. Plastic wastes are used to stabilize the locally found weak clay. The locally found weak clay soil is stabilized with plastic waste. The stability analyses of the proposed slope have been done by finite element method using geotechnical software PLAXIS 2D. The stability analyses were performed for different conditions considering the geometry of the embankment, characterization of fill material, and the strength of reinforcement. Different models were analyzed to determine the safe height, side slope, and tensile strength of geogrid required to stabilize the embankment in addition to that of unreinforced embankments. The factor of safety of each trial is taken to check the stability of the modeled embankments. Accordingly, the factor of safety increases as geogrid axial stiffness increases greater than 500 kN/m. The analysis results revealed that with increasing slope height and slope angle the factor of safety decreases. This study found that plastic waste treated clay could be used as embankment fill when reinforced with geogrid.
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Liu, Kai Fu, Xiang Ru Yang, Xin Yu Xie, Chang Fu Wu, and Yong Hai Liu. "Laboratory Triaxial Test Study on Soil Reinforced with Roots of Manilagrass." Advanced Materials Research 250-253 (May 2011): 1366–70. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.1366.
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Laboratory triaxial tests of the soil reinforced with roots of Manilagrass were carried out in order to understand the stress-strain relationship. The change of shear strength indexes of the soil reinforced with roots of Manilagrass was investigated with the quantity of grassroots planted in the soil specimens. The results of laboratory triaxial tests show that the strength and capacity for resisting the deformation of soil reinforced with roots are better than those of unreinforced soil. And under the certain number of grassroots layers, the strength and capacity for resisting the deformation of soil reinforced with roots increase firstly and then reduce with the increasing of Manilagrass roots quantity. In other words, there is an optimal quantity of Manilagrass roots affecting the strength and capacity for resisting the deformation of soil reinforced with roots. The research results are important for understanding the mechanism and use of vegetation protection for slope.
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Wang, Zong Jian, Liang Lu, and Bin Zheng. "Failure Mechanism of Strip Footing on Geotextile-Reinforced Soil." Applied Mechanics and Materials 580-583 (July 2014): 415–19. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.415.
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Several laboratory model tests were carried out on the bearing capacity of strip footings on reinforced soil foundation and reinforced slope. Compared with unreinforced cases, the deformation and failure of reinforced earth in different foundation conditions were monitored and analyzed. In order to visualize a failure mechanism when the ground reaches the state of limit equilibrium, a new numerical procedure was proposed. Assuming an elastic-perfectly plastic model, a smeared shear band approach and a modified initial stress method enable the proposed procedure to create an explicit collapse mode by the stress yield condition. On the basis of the development of failure mode and deformation of foundation, the bearing capacity of strip footings can be significantly increased by the inclusion of geotextile. And because the procedure considers the stiffness and deformation of the material, it may be applied to complex stability problems.
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Yang, Yanhua, Haiyong Xu, Xin Wang, Mingjin Zhang, Wanli Liu, Yude Zhu, and Zhe Liu. "Experimental Study on Anti-Scour Property and Erosion Resistance of 3D Mat Materials for Slope Protection in Waterway Engineering." Water 14, no. 9 (April 26, 2022): 1392. http://dx.doi.org/10.3390/w14091392.
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3D mats are environmentally friendly and ecological materials for protecting river and waterway banks. The anti-scour properties of the materials and the erosion resistance of the soil under them can be studied to provide decision support for the selection of slope protection materials and their applicable areas. In this paper, an indoor prototypical scouring experiment with a flume is carried out to study the anti-scour properties of three types of 3D mat materials (vegetation grass mats, Enkamat and reinforced Mike mat) and the erosion resistance of the underlying soil under typical combined conditions of flow rate and water stage. It is concluded that the 3D mats increase the resistance coefficient of the bed surface, and that with the same incoming flow, the average flow velocity is inversely related to the resistance coefficient. There are three scouring modes for 3D mats under the action of water flow: material failure caused by mechanical damage, performance failure caused by serious erosion of the soil mass and non-failure. Of the three mat materials, the reinforced Mike mats are more resistant to scouring than the other two unreinforced materials, and the erosion volume ratios of reinforced Mike mats, vegetation grass mats and Enkamat are 59.24%, 61.81% and 62.17%, respectively, under the same small flow rate and high water stage. The results show that the reinforced Mike mats have the best anti-scour property and soil conservation performance, followed by Enkamat and the vegetation grass mats. In addition, reinforced materials outperform non-reinforced ones in their anti-scour performance and their protection for the underlying soil on the bank slope.
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Mazouz, B., T. Mansouri, M. Baazouzi, and K. Abbeche. "Assessing the Effect of Underground Void on Strip Footing Sitting on a Reinforced Sand Slope with Numerical Modeling." Engineering, Technology & Applied Science Research 12, no. 4 (August 7, 2022): 9005–11. http://dx.doi.org/10.48084/etasr.5131.
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This paper presents the results of the numerical analysis undertaken to investigate the effect of the underground void on the load-bearing capacity of a strip footing placed on an unreinforced and geogrid-reinforced sand slope with a void inside. The failure mechanism of the soil was also investigated. The numerical model was obtained using 2D plane-strain FEM analysis (in Plaxis software), in which the nonlinear Mohr-Coulomb model was utilized. The effects of various parameters such as the number of geogrid layers (N), the vertical distance ratio between the top of the cavity from the base of footing (H/B), the horizontal distance of void centerline to the footing center (X/B), on the behavior of footing are studied in this research. The results indicate that there is a critical zone under the footing in which the existence of void has no influence on the bearing capacity and stability of the footing. In addition, the use of geogrid reinforcement reduces the settlement and enhances bearing capacity. Finally, the bearing capacity factor and failure mechanism increase with increasing horizontal and vertical void distances ratios (X/B and H/B) and reinforcement layers.
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Sharma, Keshab, Mandip Subedi, Indra Prasad Acharya, and Bigul Pokharel. "Geotechnical and Structural Aspect of 2015 Gorkha Nepal Earthquake and Lesson Learnt." Journal of the Institute of Engineering 13, no. 1 (June 22, 2018): 20–36. http://dx.doi.org/10.3126/jie.v13i1.20345.
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An earthquake of moment magnitude (Mw ) 7.8 struck the central Nepal at 11:56 am on April 25, 2015. More than 9,000 people were killed and thousands of residential buildings, and hundreds other structures were also destroyed. An aftershock of moment magnitude (Mw ) 7.3 hit northeast of Kathmandu on May 12 after 17 days of main shock which caused additional damages. Immediately after the earthquake, authors undertook a field investigation and visited the affected areas. Strong motion records from both earthquakes and their impacts on structures as well as geotechnical issues are presented in this paper. Most of the structures in Nepal are made of adobe, unreinforced masonry, and reinforced concrete. Failure mechanisms of those buildings are briefly explained in this paper. Geotechnical aspects such as soil liquefaction, slope failures, settlement and lateral spreading, and site amplification effects that considerably influenced the damage patterns at many areas are briefly discussed as well. The lessons learnt from this earthquake are also summarized in this paper.Journal of the Institute of Engineering, 2017, 13(1): 20-36
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Cuelho, Eli V., Steven W. Perkins, and Brian M. Collins. "Validation of the Deep Patch Embankment Repair Design Method using a Large-Scale Centrifuge." Transportation Research Record: Journal of the Transportation Research Board 2672, no. 52 (August 7, 2018): 142–51. http://dx.doi.org/10.1177/0361198118790848.
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The deep patch repair technique has been widely used in the western U.S.A. to address subsidence and shallow slope failures mainly within poorly performing side-cast embankments and natural slopes consisting of weak soils overlying stronger soils. This project was a multi-phase effort to examine, refine, update, and verify the design procedure associated with this repair method. An experimental design was developed to examine the performance of various deep patch repair configurations and to validate the design technique developed using FLAC (Fast Lagrangian Analysis of Continua) modeling results during Phase I. A series of unreinforced and reinforced slope configurations were tested using a large centrifuge to study their behavior and document their performance. Fourteen centrifuge models (seven unreinforced and seven deep patch reinforced) were run to verify the design chart for a 39-degree slope angle and having one-foot thick deep patch layer spacing (one of four design charts developed during Phase I). Performance of the deep patch models was evaluated based on a serviceability criterion limiting movement in the road bench atop the reinforced zone. Models reinforced with deep patches helped stabilize slope failures by acting as a cantilever and redirecting the failure path to the face of the slope beneath the slope crest, thereby reducing distresses near the top surface of the deep patch. Overall, results from this analysis indicated that the design tool created during Phase I sufficiently predicts the depth of the deep patch necessary to achieve good performance.
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Shinoda, Masahiro, and Yoshihisa Miyata. "PSO-based stability analysis of unreinforced and reinforced soil slopes using non-circular slip surface." Acta Geotechnica 14, no. 3 (May 18, 2018): 907–19. http://dx.doi.org/10.1007/s11440-018-0678-x.
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Mitchell, Denis, René Tinawi, and Tim Law. "Damage caused by the November 25, 1988, Saguenay earthquake." Canadian Journal of Civil Engineering 17, no. 3 (June 1, 1990): 338–65. http://dx.doi.org/10.1139/l90-041.
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The November 25, 1988, Saguenay earthquake prompted a site visit by a team representing the Canadian National Committee on Earthquake Engineering. This paper contains selected ground motion records in the form of acceleration-time histories, obtained from the Geological Survey of Canada, and corresponding response spectra. The horizontal acceleration spectrum obtained for Chicoutimi is compared with the design base shear coefficients from the 1980, 1985, and 1990 National Building Codes of Canada. Failures of natural slopes and embankments as well as both architectural and structural damage are discussed. The significant role played by the presence of soft subsoil in amplifying the ground motion and resulting damage is illustrated. Although no major structural failures occurred, there were many examples of poor performance, and in some cases failures, of unreinforced masonry walls. Concerns are expressed over the abundance of unreinforced masonry, particularly in schools and buildings such as hospitals, for which postdisaster performance must be ensured. Key words: earthquake, Saguenay, soils, structures, codes, masonry.
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Tinawi, René, Denis Mitchell, and Tim Law. "Les dommages dus au tremblement de terre du Saguenay du 25 novembre 1988." Canadian Journal of Civil Engineering 17, no. 3 (June 1, 1990): 366–94. http://dx.doi.org/10.1139/l90-042.
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The November 25, 1988, Saguenay earthquake prompted a site visit by a team representing the Canadian National Committee on Earthquake Engineering. This paper contains selected ground motion records in the form of acceleration-time histories, obtained from the Geological Survey of Canada, and corresponding response spectra. The horizontal acceleration spectrum obtained for Chicoutimi is compared with the design base shear coefficients from the 1980, 1985, and 1990 National Building Codes of Canada. Failures of natural slopes and embankments as well as both architectural and structural damage are discussed. The significant role played by the presence of soft subsoil in amplifying the ground motion and resulting damage is illustrated. Although no major structural failures occurred, there were many examples of poor performance, and in some cases failures, of unreinforced masonry walls. Concerns are expressed over the abundance of unreinforced masonry, particularly in schools and buildings such as hospitals, for which postdisaster performance must be ensured. Key words: earthquake, Saguenay, soils, structures, codes, masonry.
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Gupta, Ankita, and Vinay Bhushan Chauhan. "Assessment of the Reinforced Slope Stability Under Earthquake Loading." Journal of Geotechnical Engineering 8, no. 2 (2021). http://dx.doi.org/10.37591/joge.v8i2.5796.
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Failure of the soil slopes by dynamic excitation is one of the most vital geotechnical earthquake hazards which may lead to serious destruction to the bridge abutments, dams, embankment, and structures resting on the slope. Moreover, due to deficient space available for the construction of slopes in urban areas, high and steep slope is constructed by geotextile reinforcement slopes. In this study, numerical modelling is made to study the behaviour of soil slope reinforced by geotextile under earthquake loading using the finite element method available in, optumG2. The value of the factor of safety (FOS) for unreinforced soil slope is calculated using the strength reduction method (SRM) at slope angle (β = 60°) and the height of the slope is 10 m. In the unreinforced slope, a critical failure surface was obtained due to which slope is reinforced with geotextile under static and earthquake loading. Furthermore, a parametric analysis is carried out to evaluate the effect on different lengths of geotextile and different vertical spacing for the stability of reinforced slope with horizontal ground acceleration coefficient (0.1-0.4). From the outcomes of the present study, it is noted that a stable slope can be achieved with an optimized configuration of the reinforcement under seismic loading, also a steeper slope can be achieved using reinforcement compared to that of an unreinforced slope.
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Chakrabortty, Pradipta, Lokesh Sharan Srivastava, and Pintu Kumar. "A simple analytical model for bamboo-reinforced slopes using modified Bishop method." Frontiers in Built Environment 9 (May 18, 2023). http://dx.doi.org/10.3389/fbuil.2023.1080318.
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Introduction: Embankments are constructed in many places for transportation purposes such as railways and roads. The stability of slopes in embankments has always been a concern, especially in cohesionless soils. There are many methods to increase the safety factor of cohesionless soil slopes using geogrids, geocells, concrete piles, and so on. The conventional material used to stabilize slopes has a huge impact on the environment. Nowadays, researchers are using natural fibers such as bamboo and coir fiber for stabilization purposes.Methods: In this paper, bamboo piles are used to stabilize slopes. The bamboo piles are inserted vertically on the slope face to increase the shear strength and stability against slope failure. A limit equilibrium method has been developed to estimate the stability of a slope improved by friction piles after modifying the Bishop method of slices. The stability of the slope is analyzed for both the reinforced conditions and the unreinforced conditions using the developed analytical formula.Results and Discussion: The analytical equations were developed by considering three modes of slope failure: shear failure of the bamboo piles along the failure surface, movement of the upper part of the soil, leaving the bamboo pile embedded in the base soil, and pulling out of the bamboo along with the upper part of the soil mass. Further validation of the results is carried out with the limit equilibrium method-based software SLOPE/W using a modified Bishop method. The factor of safety increased after reinforcing the slope with bamboo piles for all three modes.
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Samal, Rasmiranjan, and Smrutirekha Sahoo. "Importance of PET Geogrid in the Enhancement of Hill Slope's Safety Factor: A Finite Element Approach." Engineering Research Express, April 25, 2023. http://dx.doi.org/10.1088/2631-8695/acd049.
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Abstract Slope stability analysis is crucial since the instability of the slope contributes to the failure of many buildings in hilly areas. Numerous ground improvement techniques are used to address this issue, including vertical drains, grouting, soil replacement, geosynthetic reinforcement, and piling. Geosynthetics are used more frequently to stabilize the hill slope as an alternative and cost-effective approach. The behavior of a geogrid reinforced slope was investigated in the current work utilizing 3D numerical analyses using the finite element program MIDAS GTS NX 2021 v1.1. Five types of geogrid are made up of different materials such as Polyethylene Terephthalate (PET), High-Density Polyethylene (HDPE), Low-Density Polyethylene (LDPE), Polypropylene (PP), and Polyvinyl Chloride (PVC) were considered to stabilize the slope. The percentage Increase in Factor of safety for PET, HDPE, LDPE, PVC and PP Geogrid reinforced slopes are 18 %, 17.1%, 16.7%, 15.6% and 16.3% respectively as compared to Unreinforced slope. The percentage decrease in deformations for PET, HDPE, LDPE, PVC and PP Geogrid reinforced slopes are 97%, 78.4%, 64.79%, 78.17% and 49% respectively as compared to Unreinforced slope. The PET geogrid reinforced Slope provides a higher factor of safety and lower deformation among other geogrid reinforced Slopes because PET geogrid provides maximum pull-out resistance among different types of geogrid. Similarly, the strain induced in PET geogrid-reinforced slope is minimum among other geogrid-reinforced Slopes due to the lower stiffness of PET geogrid. Hence the slope reinforced with PET geogrid performed well compared to different geogrid-reinforced slopes.
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Karimzadeh, Ali Akbar, Anthony Kwan Leung, Saied Hosseinpour, Zhaoyi Wu, and Pedram Fardad Amini. "Monotonic and cyclic behaviour of root-reinforced sand." Canadian Geotechnical Journal, March 8, 2021. http://dx.doi.org/10.1139/cgj-2020-0626.
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Plant roots are known to provide mechanical reinforcement to soils upon shearing and seismic loading. However, the effects of different stress paths on root reinforce-ment are unclear. Moreover, whether, and how, roots provide resistance to soil lique-faction upon cyclic loading have rarely been studied. The objective of this study is to conduct a series of undrained triaxial tests to investigate the monotonic and cyclic behaviour of rooted sand. Roots of vetiver grass (Chrysopogon zizanioides L), which has been advocated for use in shallow slope stabilisation purposes, were used for testing. The root diameters ranged between 0.3 to 1.5 mm, while the root volume ra-tios were 0.23%, 0.45% and 0.67%. It was discovered that the root reinforcement ef-fect was anisotropic and path-dependent. Along the extension path when the major principal stress was perpendicular to the predominant root orientation, the root-induced increase in soil friction angle was approximately 10o. This increase was much greater than the case along the compression path where the change was min-imal. The presence of roots prevented the limited flow failure (which occurred in the unreinforced sand), and the failure mode of root-reinforced soil switched to cyclic mobility. The liquefaction resistance was improved with an increase in root volume, and this improvement was more remarkable at higher cyclic stress ratios.
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Makone, Jared Kambaga, and Ezra Wekesa. "Assessment of Stabilized Silt Clay Sand with Oil Palm Fibre Bunch (OPFB) Local Fibre for Slope Foundations: A Case of Coastal Soils of Mombasa, Kenya." Journal of Engineering Research and Reports, January 11, 2021, 20–38. http://dx.doi.org/10.9734/jerr/2021/v20i117244.
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Improvement of shear strength parameters is essential for designing the OPFB fiber mix with silt clay sand for slope stability. The objective of this study was to assess the stabilized silt clay with oil palm fibre bunch (OPFB) local fibre for slope foundation. Series of laboratory tests were conducted on various materials under study and the results revealed that, OPFB mix can be used as an additive to cement for purpose of improving engineering properties of the Silt Clay sand to cut down costs without compromising the set standards. It was established that, the shear strength parameters of the soil-fibre mixture (φ and C) can be improved significantly up to an optimum and reach a certain point where it starts to decline. The shear stress–strain curves obtained from the CU triaxial tests for reinforced sands with 30 mm fibre length together with those for unreinforced silty sand were compared; the result indicated that, fibre-reinforced specimen showed higher deviator stress at 0.25% fibre and reduces at 0.5% fibre. The strain corresponding to the peak deviator stress was increased by fibre content. Patterns of stress–strain curves for all reinforcedsamples indicated improvement in the deviator stress for all compositions and fibre content. Deviator stress of fibre-reinforced soil showed a slight increase with increasing pore pressure. The increase of the fibre content caused an increase in pore water pressure due to inclination of specimens to decrease the volume. Changes in the shear strength of fibre-reinforced soil indicated that soil strength parameters (internal friction angle φ’ and cohesion C’) increase as the internal friction surface increases between fibre and soil at certain point.
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Jana, Kingshuk, Suman Hazari, and Sima Ghosh. "Experimental and numerical studies of three-layered unreinforced and geosynthetic-reinforced soil slopes." Innovative Infrastructure Solutions 6, no. 1 (November 28, 2020). http://dx.doi.org/10.1007/s41062-020-00408-6.
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Khochni, B., M. Meghachou, and H. Trouzine. "A Novel Algorithm to Determine the Safety Factor in Reinforced and Unreinforced Slopes." Soil Mechanics and Foundation Engineering, April 20, 2023. http://dx.doi.org/10.1007/s11204-023-09859-2.
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Dey, Arindam, Rana Acharyya, and Anangsha Alammyan. "Bearing capacity and failure mechanism of shallow footings on unreinforced slopes: a state-of-the-art review." International Journal of Geotechnical Engineering, May 16, 2019, 1–14. http://dx.doi.org/10.1080/19386362.2019.1617480.
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