Geomembrane liners (GM) anchored in the trenches of municipal solid waste (MSW) landfills undergo pullout failures when the applied tensile stresses exceed the ultimate strength of the liner. Present study estimates the tensile strength of GM liner against pullout failure from anchorage with the help of machine learning (ML) techniques. Five ML models, viz. multilayer perceptron (MLP), extreme gradient boosting (XGB), support vector regression (SVR), random forest (RF) and locally weighted regression (LWR) were employed in this work. The effect of anchorage geometry, soil density and interface friction are studied with regard to the tensile strength of geomembrane. In this study, 1520 samples of soil-geomembrane interface friction were used. The ML models were trained and tested with 90% and 10% of data, respectively. The performance of ML models was statistically examined using the coefficients of determination (R2, R2adj) and mean square errors (MSE, RMSE). In addition, an external validation model and K-fold cross-validation techniques are used to check the models’ performance and accuracy. Among the chosen ML models, MLP was found to be superior in accurately predicting the tensile strength of GM liner. The developed methodology is useful for tensile strength estimation and beneficially employed in landfill design.
{"title":"Machine learning modelling of tensile force in anchored geomembrane liners","authors":"K. Raviteja, K. Kavya, R. Senapati, K. Reddy","doi":"10.1680/jgein.22.00377","DOIUrl":"https://doi.org/10.1680/jgein.22.00377","url":null,"abstract":"Geomembrane liners (GM) anchored in the trenches of municipal solid waste (MSW) landfills undergo pullout failures when the applied tensile stresses exceed the ultimate strength of the liner. Present study estimates the tensile strength of GM liner against pullout failure from anchorage with the help of machine learning (ML) techniques. Five ML models, viz. multilayer perceptron (MLP), extreme gradient boosting (XGB), support vector regression (SVR), random forest (RF) and locally weighted regression (LWR) were employed in this work. The effect of anchorage geometry, soil density and interface friction are studied with regard to the tensile strength of geomembrane. In this study, 1520 samples of soil-geomembrane interface friction were used. The ML models were trained and tested with 90% and 10% of data, respectively. The performance of ML models was statistically examined using the coefficients of determination (R2, R2adj) and mean square errors (MSE, RMSE). In addition, an external validation model and K-fold cross-validation techniques are used to check the models’ performance and accuracy. Among the chosen ML models, MLP was found to be superior in accurately predicting the tensile strength of GM liner. The developed methodology is useful for tensile strength estimation and beneficially employed in landfill design.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2023-03-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46453860","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
In this study, a sensor-enabled piezoelectric geobelt (SPGB) was developed, and its mechanical properties and signal output mode were analyzed. It is found that the output voltage signal of SPGB increases with the increase of strain rate. Furthermore, the normalized impedance of SPGB samples at different strain rates has a linear relationship with their strain rate. This study shows that the self-sensing function of SPGB can monitor its deformation signal and quantify its deformation behavior. Thus, this function can provide an early warning and has a reference significance for further engineering applications of SPGB.
{"title":"Laboratory preparation and tensile signal response of sensor-enabled piezoelectric geobelt","authors":"Y. Rao, J. Ye, H. Wang, J. Wang, G. Ding, J. Ni","doi":"10.1680/jgein.23.00003","DOIUrl":"https://doi.org/10.1680/jgein.23.00003","url":null,"abstract":"In this study, a sensor-enabled piezoelectric geobelt (SPGB) was developed, and its mechanical properties and signal output mode were analyzed. It is found that the output voltage signal of SPGB increases with the increase of strain rate. Furthermore, the normalized impedance of SPGB samples at different strain rates has a linear relationship with their strain rate. This study shows that the self-sensing function of SPGB can monitor its deformation signal and quantify its deformation behavior. Thus, this function can provide an early warning and has a reference significance for further engineering applications of SPGB.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2023-03-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46325475","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Geosynthetic clay liner (GCL) is commonly used as landfill cover and base liner material to limit the transfer of landfill gases and leachates from the landfill to the environment. In the engineered landfill, the gas transfer occurs by advection and diffusion, which may take place at different time frames or simultaneously depending on placement conditions. Hence, the efficacy of GCL as a gas barrier under advection and diffusion needs to be assessed at various geoenvironmental settings. In the present study, the gas flow response of unsaturated GCL under advection and diffusion were evaluated at various apparent degree of saturation, distortion levels, hydrating fluids, and wet-dry cycles using the custom-designed test apparatus. The gas permeability and gas diffusion coefficient of GCL were found to decrease by four and three orders of magnitude respectively with an increase in apparent degree of saturation from 7% to 80%. The gas permeability and gas diffusion coefficient were increased with an increase in distortion levels 0 to 0.169. With an increase in wet-dry cycles 1 to 5, gas permeability and gas diffusion of GCL were increased marginally when hydrated with distilled water while it was increased by one order of magnitude for hydrated with 0.0125 M CaCl2 solution. The results obtained from the present study were compared with published results and found to be well agreement.
{"title":"Gas flow characteristics of GCL under distortions, wet-dry cycles, and hydrating fluids","authors":"V. Khan, S. Rajesh","doi":"10.1680/jgein.22.00391","DOIUrl":"https://doi.org/10.1680/jgein.22.00391","url":null,"abstract":"Geosynthetic clay liner (GCL) is commonly used as landfill cover and base liner material to limit the transfer of landfill gases and leachates from the landfill to the environment. In the engineered landfill, the gas transfer occurs by advection and diffusion, which may take place at different time frames or simultaneously depending on placement conditions. Hence, the efficacy of GCL as a gas barrier under advection and diffusion needs to be assessed at various geoenvironmental settings. In the present study, the gas flow response of unsaturated GCL under advection and diffusion were evaluated at various apparent degree of saturation, distortion levels, hydrating fluids, and wet-dry cycles using the custom-designed test apparatus. The gas permeability and gas diffusion coefficient of GCL were found to decrease by four and three orders of magnitude respectively with an increase in apparent degree of saturation from 7% to 80%. The gas permeability and gas diffusion coefficient were increased with an increase in distortion levels 0 to 0.169. With an increase in wet-dry cycles 1 to 5, gas permeability and gas diffusion of GCL were increased marginally when hydrated with distilled water while it was increased by one order of magnitude for hydrated with 0.0125 M CaCl2 solution. The results obtained from the present study were compared with published results and found to be well agreement.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2023-03-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48773431","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
This paper presents a numerical study to evaluate the contribution of geosynthetic on the shear strength of geosynthetic encased stone column (GESC) under direct shear loading conditions. The backfill soil was characterized using the linearly elastic-plastic Mohr-Coulomb model. The geosynthetic encasement was simulated using linearly elastic liner elements. The interaction between the geosynthetic encasement and soils on both sides was modeled through two interfaces. The three-dimensional numerical model was validated using experimental data from direct shear tests of GESC models. The shear stress-strain response and the development of longitudinal and circumferential strains of GESC during the shear process were first discussed, and then a parametric study was conducted to investigate the effects of various design parameters on the shear strength of GESC and the contribution of geosynthetic. Results indicate that the shear resistance provided by the geosynthetic encasement develops slowly, which depends on the mobilization of tensile strains. At the failure condition, the longitudinal strains are larger than the circumferential strains, which indicates that the longitudinal tensile rupture is more critical for GESC under shear loading. The vertical stress, geosynthetic encasement stiffness, stone column diameter and spacing have the most important influences on the shear strength contribution of geosynthetic encasement.
{"title":"Contribution of geosynthetic on the shear strength of geosynthetic encased stone columns","authors":"M. Ji, J. Wang, J.-J. Zheng, Y. Zheng","doi":"10.1680/jgein.22.00384","DOIUrl":"https://doi.org/10.1680/jgein.22.00384","url":null,"abstract":"This paper presents a numerical study to evaluate the contribution of geosynthetic on the shear strength of geosynthetic encased stone column (GESC) under direct shear loading conditions. The backfill soil was characterized using the linearly elastic-plastic Mohr-Coulomb model. The geosynthetic encasement was simulated using linearly elastic liner elements. The interaction between the geosynthetic encasement and soils on both sides was modeled through two interfaces. The three-dimensional numerical model was validated using experimental data from direct shear tests of GESC models. The shear stress-strain response and the development of longitudinal and circumferential strains of GESC during the shear process were first discussed, and then a parametric study was conducted to investigate the effects of various design parameters on the shear strength of GESC and the contribution of geosynthetic. Results indicate that the shear resistance provided by the geosynthetic encasement develops slowly, which depends on the mobilization of tensile strains. At the failure condition, the longitudinal strains are larger than the circumferential strains, which indicates that the longitudinal tensile rupture is more critical for GESC under shear loading. The vertical stress, geosynthetic encasement stiffness, stone column diameter and spacing have the most important influences on the shear strength contribution of geosynthetic encasement.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":"1 1","pages":""},"PeriodicalIF":4.5,"publicationDate":"2023-02-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67480995","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The present study focuses on an advanced and accurate characterisation of the compressive behaviour of expanded polystyrene (EPS) geofoam with the aid of imaging techniques. To this end, four types of EPS geofoam with nominal densities varying from 15 kg/m3 to 30 kg/m3 are used. Initially, a detailed physical characterisation is carried out including image-based microstructural quantification (cell size, void fraction, population density), homogeneity using ultrasonic pulse velocity (UPV) and apparent density. Insights into the compression behaviour of the geofoams, including true strains and failure patterns, are further gathered through full-field strain behaviour in the block using 2D image correlation analysis. For the first time, the effect of nominal densities on Poisson's ratio of geofoam is also studied through image analysis. The study reveals that compressive response is significantly influenced by homogeneity, which is manifested by the changes in microstructure and apparent density of the geofoam. Furthermore, the image analysis provides insights into the development of failure patterns and strain localisation and their dependency on density, comprehending the geofoam's complex behaviour. Predictions of compressive response based on apparent density and non-destructive tests are developed. The study further recommends safety factors for determining permissible and yield stresses based on statistical analysis.
{"title":"Image-aided physical and compression characterisation of EPS geofoam","authors":"P. G. Sreekantan, P. Vangla, G. Ramana","doi":"10.1680/jgein.22.00363","DOIUrl":"https://doi.org/10.1680/jgein.22.00363","url":null,"abstract":"The present study focuses on an advanced and accurate characterisation of the compressive behaviour of expanded polystyrene (EPS) geofoam with the aid of imaging techniques. To this end, four types of EPS geofoam with nominal densities varying from 15 kg/m3 to 30 kg/m3 are used. Initially, a detailed physical characterisation is carried out including image-based microstructural quantification (cell size, void fraction, population density), homogeneity using ultrasonic pulse velocity (UPV) and apparent density. Insights into the compression behaviour of the geofoams, including true strains and failure patterns, are further gathered through full-field strain behaviour in the block using 2D image correlation analysis. For the first time, the effect of nominal densities on Poisson's ratio of geofoam is also studied through image analysis. The study reveals that compressive response is significantly influenced by homogeneity, which is manifested by the changes in microstructure and apparent density of the geofoam. Furthermore, the image analysis provides insights into the development of failure patterns and strain localisation and their dependency on density, comprehending the geofoam's complex behaviour. Predictions of compressive response based on apparent density and non-destructive tests are developed. The study further recommends safety factors for determining permissible and yield stresses based on statistical analysis.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2023-02-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41549829","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Leakage and erosion of a soluble subgrade overlain by a geomembrane with a 70-mm-long slit defect is examined. The subgrade (gypsum) solubility and its rate of dissolution from a solid state in contact with various solutions are investigated. In the absence of flow, the rate of dissolution is negligible. However, when there is flow there is dissolution, and if the flow is high enough, erosion. Erosion greatly increases fluid migration. The presence of an interface between the subgrade and a dissimilar material (e.g., a geomembrane) facilitates flow, dissolution, and erosion as the interface becomes an ever increasing preferential flow path, leading to a much greater leakage and erosion feature. The findings from this study highlight the risk of having a soluble subgrade below a single geomembrane used alone and exposed for the containment of liquids.
{"title":"Effect of a soluble subgrade on leakage through a geomembrane defect","authors":"J. Fan, R. Rowe","doi":"10.1680/jgein.22.00404","DOIUrl":"https://doi.org/10.1680/jgein.22.00404","url":null,"abstract":"Leakage and erosion of a soluble subgrade overlain by a geomembrane with a 70-mm-long slit defect is examined. The subgrade (gypsum) solubility and its rate of dissolution from a solid state in contact with various solutions are investigated. In the absence of flow, the rate of dissolution is negligible. However, when there is flow there is dissolution, and if the flow is high enough, erosion. Erosion greatly increases fluid migration. The presence of an interface between the subgrade and a dissimilar material (e.g., a geomembrane) facilitates flow, dissolution, and erosion as the interface becomes an ever increasing preferential flow path, leading to a much greater leakage and erosion feature. The findings from this study highlight the risk of having a soluble subgrade below a single geomembrane used alone and exposed for the containment of liquids.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2023-02-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47565439","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
This paper presents an experimental study investigating the particle shape effect of granular soils on the shear strength characteristics via direct shear tests. In this direction, 30 direct shear tests were conducted with spherical and crushed sand mixtures with different proportions (i.e., 0%, 25%, 50%, 75%, and 100%). Overall regularity (OR) parameter of sand particles varies between 0.788 and 0.909, fairly reflecting the particle shape of sand mixture. A particular relation between OR and maximum shear strength that maximum shear strength increases with a decrease in the OR was found. Furthermore, a gradual increase was realized in the improvement factor (If) due to geotextile reinforcement with an increase in the OR except for S25C75, representing 25% spherical and 75% crushed sand, at high and low normal stress levels (i.e., 29kPa and 116kPa). The interfacial friction angle (ϕ) of sand mixtures is improved by geotextile reinforcement. Additionally, geotextile reinforcement caused an apparent increase in the ϕ with decreasing OR values.
{"title":"Particle shape effect on the interfacial properties between granular materials-geotextile","authors":"C. Kayadelen, G. Altay, Y. Önal, M. Öztürk","doi":"10.1680/jgein.22.00346","DOIUrl":"https://doi.org/10.1680/jgein.22.00346","url":null,"abstract":"This paper presents an experimental study investigating the particle shape effect of granular soils on the shear strength characteristics via direct shear tests. In this direction, 30 direct shear tests were conducted with spherical and crushed sand mixtures with different proportions (i.e., 0%, 25%, 50%, 75%, and 100%). Overall regularity (OR) parameter of sand particles varies between 0.788 and 0.909, fairly reflecting the particle shape of sand mixture. A particular relation between OR and maximum shear strength that maximum shear strength increases with a decrease in the OR was found. Furthermore, a gradual increase was realized in the improvement factor (If) due to geotextile reinforcement with an increase in the OR except for S25C75, representing 25% spherical and 75% crushed sand, at high and low normal stress levels (i.e., 29kPa and 116kPa). The interfacial friction angle (ϕ) of sand mixtures is improved by geotextile reinforcement. Additionally, geotextile reinforcement caused an apparent increase in the ϕ with decreasing OR values.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2023-02-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46729722","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Z. Yang, Z. Lu, W. Shi, C. Wang, X. Ling, J. Li, D. Guan
Waste rubber has been widely applied in geotechnical engineering benefiting from its light weight, high elasticity, low density, good durability, and high compressibility. In this paper, the effect of rubber content (RC) and rubber size (d0) on the dynamic properties of expansive soil-rubber (ESR) was investigated by low-temperature dynamic triaxial tests. The results show that: (1) the shear stress of ESR decrease as the increase of RC with the particle size ratio of 1.3, but decrease first and then increase with the particle size ratio of 2.4; (2) the RC threshold between soil-like and rubber-like ESR is 10%; (3) the maximum shear modulus ratio of ESR occurs at RC = 10 % and d0 = 0.25 mm, with the best dynamic performance; (4) hysteretic curve of ESR was flat and elliptical, deviating upward to the right at freezing condition. In addition, different contact modes between rubber and expansive soil are proposed and the contact mechanism has been revealed.
{"title":"Investigation of rubber content and size on dynamic properties of expansive soil-rubber","authors":"Z. Yang, Z. Lu, W. Shi, C. Wang, X. Ling, J. Li, D. Guan","doi":"10.1680/jgein.22.00263","DOIUrl":"https://doi.org/10.1680/jgein.22.00263","url":null,"abstract":"Waste rubber has been widely applied in geotechnical engineering benefiting from its light weight, high elasticity, low density, good durability, and high compressibility. In this paper, the effect of rubber content (RC) and rubber size (d0) on the dynamic properties of expansive soil-rubber (ESR) was investigated by low-temperature dynamic triaxial tests. The results show that: (1) the shear stress of ESR decrease as the increase of RC with the particle size ratio of 1.3, but decrease first and then increase with the particle size ratio of 2.4; (2) the RC threshold between soil-like and rubber-like ESR is 10%; (3) the maximum shear modulus ratio of ESR occurs at RC = 10 % and d0 = 0.25 mm, with the best dynamic performance; (4) hysteretic curve of ESR was flat and elliptical, deviating upward to the right at freezing condition. In addition, different contact modes between rubber and expansive soil are proposed and the contact mechanism has been revealed.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2023-02-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43008573","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The effects of induced trench configuration and stiffness of compressible inclusion on the HDPE pipe behavior were investigated through full-scale laboratory tests. Two pipe-compressible inclusion configurations (“compressible inclusion over the pipe crown” and “the pipe covered with compressible inclusion”) were tested and EPS Geofoam with 10 and 15 kg/m³ nominal density was used as compressible inclusion. To simulate geostatic stresses imposed by high embankment fill, the surcharge stress up to 200 kPa was applied on the surface of the burial medium. Comprehensive instrumentation was implemented to measure the pipe deflections, soil stresses on the pipe, and soil settlements in the pipe zone. Considering the pipe behavior and cost-efficiency together, the configuration in which one EPS Geofoam panel with 10 kg/m³ nominal density is placed over the pipe crown arises as the optimal solution for the induced trench HDPE pipe. This solution provided a reduction in the vertical stress at the pipe crown up to of 76% and in the horizontal stress at the pipe springline up to of 65%. The vertical and horizontal pipe deflections are reduced by 87% and 60%, respectively, under 200-kPa surcharge stress. i.e., overburden pressure imposed by a 10-m-high embankment fill.
{"title":"Effects of induced trench configuration and EPS geofoam density on the HDPE pipe behavior","authors":"E. Akınay, H. Kılıç","doi":"10.1680/jgein.22.00258","DOIUrl":"https://doi.org/10.1680/jgein.22.00258","url":null,"abstract":"The effects of induced trench configuration and stiffness of compressible inclusion on the HDPE pipe behavior were investigated through full-scale laboratory tests. Two pipe-compressible inclusion configurations (“compressible inclusion over the pipe crown” and “the pipe covered with compressible inclusion”) were tested and EPS Geofoam with 10 and 15 kg/m³ nominal density was used as compressible inclusion. To simulate geostatic stresses imposed by high embankment fill, the surcharge stress up to 200 kPa was applied on the surface of the burial medium. Comprehensive instrumentation was implemented to measure the pipe deflections, soil stresses on the pipe, and soil settlements in the pipe zone. Considering the pipe behavior and cost-efficiency together, the configuration in which one EPS Geofoam panel with 10 kg/m³ nominal density is placed over the pipe crown arises as the optimal solution for the induced trench HDPE pipe. This solution provided a reduction in the vertical stress at the pipe crown up to of 76% and in the horizontal stress at the pipe springline up to of 65%. The vertical and horizontal pipe deflections are reduced by 87% and 60%, respectively, under 200-kPa surcharge stress. i.e., overburden pressure imposed by a 10-m-high embankment fill.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2023-02-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45530860","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-02-01DOI: 10.1680/jgein.2023.30.1.1
{"title":"Note of appreciation to paper reviewers","authors":"","doi":"10.1680/jgein.2023.30.1.1","DOIUrl":"https://doi.org/10.1680/jgein.2023.30.1.1","url":null,"abstract":"","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":"64 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-02-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"136178348","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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