This study investigates the mechanical response and performance of biaxial polypropylene geogrid specimens cyclic loading. This work assesses the influence of embedment depths and subgrade strengths on the of geogrids. The experimental program involved subjecting the geogrid specimens to 100 repeated tensile loading cycles at four distinct load targets: 20%, 40%, 60%, and 80% of the geogrid ultimate tensile strength. The analysis focused evaluating the effects of preloading factors such as California Bearing Ratio (CBR) values, embedment depth, and the response to cyclic testing. Results show trends in stiffness reduction and changes in damping ratio with increased number of cycles. A comparative analysis was conducted with a control specimen from the same batch, highlighting the difference in mechanical response attributed to precycling variables. The findings indicate that the overall mechanical behavior of recovered geogrids is comparably consistent with new geogrids. However, variations in strain and stiffness reduction were observed among the recovered specimens, suggesting a pattern of yielding before failure. The findings suggest a minimal effect of embedment depth on the damping ratio at lower CBR. Overall, it was found that precycling and subgrade conditions have minimal effect on the mechanical response of the recovered specimens when tested in isolation.
{"title":"Investigation of the mechanical response of recovered geogrids under repeated loading","authors":"A. Ibrahim, R. Desbrousses, J. Xu, M. A. Meguid","doi":"10.1680/jgein.23.00177","DOIUrl":"https://doi.org/10.1680/jgein.23.00177","url":null,"abstract":"This study investigates the mechanical response and performance of biaxial polypropylene geogrid specimens cyclic loading. This work assesses the influence of embedment depths and subgrade strengths on the of geogrids. The experimental program involved subjecting the geogrid specimens to 100 repeated tensile loading cycles at four distinct load targets: 20%, 40%, 60%, and 80% of the geogrid ultimate tensile strength. The analysis focused evaluating the effects of preloading factors such as California Bearing Ratio (CBR) values, embedment depth, and the response to cyclic testing. Results show trends in stiffness reduction and changes in damping ratio with increased number of cycles. A comparative analysis was conducted with a control specimen from the same batch, highlighting the difference in mechanical response attributed to precycling variables. The findings indicate that the overall mechanical behavior of recovered geogrids is comparably consistent with new geogrids. However, variations in strain and stiffness reduction were observed among the recovered specimens, suggesting a pattern of yielding before failure. The findings suggest a minimal effect of embedment depth on the damping ratio at lower CBR. Overall, it was found that precycling and subgrade conditions have minimal effect on the mechanical response of the recovered specimens when tested in isolation.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2024-05-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141113812","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 tensile shear strength, break location, and constant tensile load failure times are examined for seams made from one 4 mm-thick bituminous geomembrane (BGM) product, with corresponding observations specific to that material. In short-term tests, failure is observed within the sheet material once the seam strength exceeded 0.8 times that of the sheet material. The effects of seam thickness reduction and overlap width on seam strength are examined for two methods of seaming. Seams with a short-term strength meeting or exceeding 80% of the sheet strength are subjected to constant tensile loads between 18 and 55% of sheet ultimate strength and the time to failure is reported. The relationship between short-term seam strength and time to failure under sustained load and thickness reduction and squeeze-out is investigated. Constant tensile load testing is proposed as a construction quality assurance procedure to assess the degree of geotextile engagement of field seams.
{"title":"Factors affecting the tensile strength of bituminous geomembrane seams","authors":"W. Francey, R. K. Rowe","doi":"10.1680/jgein.24.00008","DOIUrl":"https://doi.org/10.1680/jgein.24.00008","url":null,"abstract":"The tensile shear strength, break location, and constant tensile load failure times are examined for seams made from one 4 mm-thick bituminous geomembrane (BGM) product, with corresponding observations specific to that material. In short-term tests, failure is observed within the sheet material once the seam strength exceeded 0.8 times that of the sheet material. The effects of seam thickness reduction and overlap width on seam strength are examined for two methods of seaming. Seams with a short-term strength meeting or exceeding 80% of the sheet strength are subjected to constant tensile loads between 18 and 55% of sheet ultimate strength and the time to failure is reported. The relationship between short-term seam strength and time to failure under sustained load and thickness reduction and squeeze-out is investigated. Constant tensile load testing is proposed as a construction quality assurance procedure to assess the degree of geotextile engagement of field seams.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2024-05-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140966165","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 objective of the present study is to evaluate the performance of a levee section when subjected to flooding and subsequent seepage through centrifuge model tests. For this, six centrifuge model tests were conducted on a 240 mm high levee model at 30g in a 4.5 m radius large beam geotechnical centrifuge available at the Indian Institute of Technology Bombay, India. A custom-developed flooding simulator is employed to induce identical flood rates on the upstream side of the levee models. Further, using (a) geocomposite (GC) and (b) sand-sandwiched geocomposite (SSGC) as internal chimney drain, the suitability of GC material for dissipation of pore-water pressure (PWP) is also studied. The results of the centrifuge tests are presented and discussed in terms of the development of upstream flood function, subsequent PWP development within the levee body, and the surface settlements observed at the levee's crest. Further, the influence of an internal chimney drain, the material used for its construction, and its type and composition on the seepage response of the levee is discussed in detail. The performance GC chimney drain placed within the levee section subjected to flooding-induced seepage is compared with a conventional sand chimney drain. It is observed that a GC-based chimney drain with sand cushioning on both sides in the horizontal portion of the chimney drain performs well. Further, digital image analysis of SEM micrographs of exhumed GC after centrifuge tests and the analyzed PWP data during sustained flooding-induced seepage is found to corroborate well.
{"title":"Centrifuge modeling of levees with geocomposite chimney drain subjected to flooding","authors":"B. Viswanadham, P. Kumar, R. Saran","doi":"10.1680/jgein.23.00069","DOIUrl":"https://doi.org/10.1680/jgein.23.00069","url":null,"abstract":"The objective of the present study is to evaluate the performance of a levee section when subjected to flooding and subsequent seepage through centrifuge model tests. For this, six centrifuge model tests were conducted on a 240 mm high levee model at 30g in a 4.5 m radius large beam geotechnical centrifuge available at the Indian Institute of Technology Bombay, India. A custom-developed flooding simulator is employed to induce identical flood rates on the upstream side of the levee models. Further, using (a) geocomposite (GC) and (b) sand-sandwiched geocomposite (SSGC) as internal chimney drain, the suitability of GC material for dissipation of pore-water pressure (PWP) is also studied. The results of the centrifuge tests are presented and discussed in terms of the development of upstream flood function, subsequent PWP development within the levee body, and the surface settlements observed at the levee's crest. Further, the influence of an internal chimney drain, the material used for its construction, and its type and composition on the seepage response of the levee is discussed in detail. The performance GC chimney drain placed within the levee section subjected to flooding-induced seepage is compared with a conventional sand chimney drain. It is observed that a GC-based chimney drain with sand cushioning on both sides in the horizontal portion of the chimney drain performs well. Further, digital image analysis of SEM micrographs of exhumed GC after centrifuge tests and the analyzed PWP data during sustained flooding-induced seepage is found to corroborate well.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2024-05-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140976510","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}
A. T. Tanga, G. L. Silva Araújo, F. Evangelista Junior
The interaction between soils and geosynthetics plays an important role in the applications of these materials for reinforcement in geotechnical engineering. The complexities of soil-geosynthetic interactions vary depending on the type and properties of both the geosynthetic and the soil. This paper introduces a machine learning approach, specifically a random forest algorithm, for predicting interface friction angles. The dataset comprises 495 interfaces involving geomembranes and sand, with fourteen influencing parameters recorded for each interface, influencing the shear strength outcome. In the analysis, Pearson's correlation coefficient is employed to measure the linear interdependence between each pair of input-input and input-output variables. Following the linear regression analysis, an optimized random forest is utilized to project the interface friction angle. The random forest algorithm divides the selected data into training and testing sets, and only 3% of the training set and 6% of the testing set exceed ±5° from the actual records. The coefficient of determination (R2) indicates strong agreement between the predicted and laboratory study friction angles, with R2 = 0.93 for the training set and R2 = 0.92 for the testing set. Consequently, the random forest algorithm demonstrates effectiveness in predicting interface friction angles.
{"title":"A comparison between geomembrane-sand tests and machine learning predictions","authors":"A. T. Tanga, G. L. Silva Araújo, F. Evangelista Junior","doi":"10.1680/jgein.23.00016","DOIUrl":"https://doi.org/10.1680/jgein.23.00016","url":null,"abstract":"The interaction between soils and geosynthetics plays an important role in the applications of these materials for reinforcement in geotechnical engineering. The complexities of soil-geosynthetic interactions vary depending on the type and properties of both the geosynthetic and the soil. This paper introduces a machine learning approach, specifically a random forest algorithm, for predicting interface friction angles. The dataset comprises 495 interfaces involving geomembranes and sand, with fourteen influencing parameters recorded for each interface, influencing the shear strength outcome. In the analysis, Pearson's correlation coefficient is employed to measure the linear interdependence between each pair of input-input and input-output variables. Following the linear regression analysis, an optimized random forest is utilized to project the interface friction angle. The random forest algorithm divides the selected data into training and testing sets, and only 3% of the training set and 6% of the testing set exceed ±5° from the actual records. The coefficient of determination (R2) indicates strong agreement between the predicted and laboratory study friction angles, with R2 = 0.93 for the training set and R2 = 0.92 for the testing set. Consequently, the random forest algorithm demonstrates effectiveness in predicting interface friction angles.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2024-05-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140990917","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 behavior of strain-softening geosynthetic interfaces that can lead to progressive failures in lined containment facilities has been a source of confusion in slope stability evaluations for over 30 years. The paper presents fifteen mechanisms that can potentially induce displacements along strain-softening interfaces, along with measures that can be considered to reduce strain-softening displacement. New quantifications of shear strength variability that can be caused by manufacturing, installation, and construction practices are introduced. Guidance and recommendations are given that are applicable to numerical continuum as well as limit-equilibrium approaches to assist in selecting appropriate geosynthetic shear strength parameters for containment facilities that have strain-softening interfaces. While most of the paper focuses on deep-seated critical interfaces for high normal stress bottom liners, low normal stress veneer covers are also addressed.
{"title":"Selection of long-term shear strength parameters for strain softening geosynthetic interfaces (2023 IGS Rowe Lecture)","authors":"R. Thiel","doi":"10.1680/jgein.23.00048","DOIUrl":"https://doi.org/10.1680/jgein.23.00048","url":null,"abstract":"The behavior of strain-softening geosynthetic interfaces that can lead to progressive failures in lined containment facilities has been a source of confusion in slope stability evaluations for over 30 years. The paper presents fifteen mechanisms that can potentially induce displacements along strain-softening interfaces, along with measures that can be considered to reduce strain-softening displacement. New quantifications of shear strength variability that can be caused by manufacturing, installation, and construction practices are introduced. Guidance and recommendations are given that are applicable to numerical continuum as well as limit-equilibrium approaches to assist in selecting appropriate geosynthetic shear strength parameters for containment facilities that have strain-softening interfaces. While most of the paper focuses on deep-seated critical interfaces for high normal stress bottom liners, low normal stress veneer covers are also addressed.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2024-05-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140990361","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}
A. Kavand, S. Sarajpoor, A. Ghalandarzadeh, S. Akhyani, P. Zogh
In this study, a series of resonant column tests was conducted to measure the shear modulus of sand-rubber mixtures at small strain amplitudes (i.e. between 10−4% and 10−4%), considering different rubber percentages and confining stress levels. The results were then combined with data obtained by dynamic hollow cylinder tests to investigate shear modulus degradation of the mixtures over a wider shear strain range. Based on the test results, a new expression was proposed to improve the prediction of maximum shear modulus of sand-rubber mixtures using the modified equivalent void ratio concept. A new constitutive model was also developed for estimation of strain-dependent shear modulus of the mixtures based on the modified hyperbolic framework. The shear modulus of the mixtures was found to be a function of rubber percentage, confining stress, the modified equivalent void ratio and the relative shear stiffness of rubber and sand. The experimental data and the developed models showed that the shear modulus decreased with rubber percentage and increased with confining stress. Moreover, the reference shear strain of the modified hyperbolic model increased with both rubber percentage and confining stress while its curvature coefficient increased more considerably with rubber percentage compared to the confining stress.
{"title":"Shear modulus of sand-rubber mixtures: element testing and constitutive modeling","authors":"A. Kavand, S. Sarajpoor, A. Ghalandarzadeh, S. Akhyani, P. Zogh","doi":"10.1680/jgein.23.00189","DOIUrl":"https://doi.org/10.1680/jgein.23.00189","url":null,"abstract":"In this study, a series of resonant column tests was conducted to measure the shear modulus of sand-rubber mixtures at small strain amplitudes (i.e. between 10−4% and 10−4%), considering different rubber percentages and confining stress levels. The results were then combined with data obtained by dynamic hollow cylinder tests to investigate shear modulus degradation of the mixtures over a wider shear strain range. Based on the test results, a new expression was proposed to improve the prediction of maximum shear modulus of sand-rubber mixtures using the modified equivalent void ratio concept. A new constitutive model was also developed for estimation of strain-dependent shear modulus of the mixtures based on the modified hyperbolic framework. The shear modulus of the mixtures was found to be a function of rubber percentage, confining stress, the modified equivalent void ratio and the relative shear stiffness of rubber and sand. The experimental data and the developed models showed that the shear modulus decreased with rubber percentage and increased with confining stress. Moreover, the reference shear strain of the modified hyperbolic model increased with both rubber percentage and confining stress while its curvature coefficient increased more considerably with rubber percentage compared to the confining stress.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2024-04-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140666392","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}
{"title":"Discussion of “Uniaxial compression test of cement-solidified dredged slurry columns encased with geogrid”","authors":"A. Cherif Taiba, Y. Mahmoudi, M. Belkhatir","doi":"10.1680/jgein.24.00024","DOIUrl":"https://doi.org/10.1680/jgein.24.00024","url":null,"abstract":"","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2024-04-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140693040","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}
Desiccation-induced cracks in reactive soils reduce their mechanical strength and increase their hydraulic conductivity (k). Polymer additives have demonstrated efficacy in improving resistance of clay against desiccation cracking and retaining low k when exposed to saline solutions. However, the risk of polymer elution from treated mixtures and its effect on the durability of gains have received little attention. This study evaluated polymer leaching during consolidation and permeation in reconstituted mixtures. Sodium carboxymethyl cellulose (Na-CMC) was added to Na-bentonite via wet mixing (WM) and dry mixing (DM). Conducting a series of k tests on amended and unamended samples, polymer retention and elution were assessed using thermogravimetric (TGA) and total organic carbon (TOC) analyses. Na-CMC incorporation under DM reduced k by approximately 60%. DM exhibited higher levels of polymer leaching compared to WM, increasing permeability over time. Nevertheless, despite polymer loss, k values for both DM and WM specimens remained lower than untreated bentonite for up to 100 days of permeation. Furthermore, introducing a slit-film geotextile as a potential remedy for leaching did not significantly enhance polymer retention in DM samples. However, it reduced the polymer content in the effluent, suggesting that the geotextile, not the bentonite, could have retained the polymer.
反应性土壤中因干燥而产生的裂缝会降低其机械强度，并增加其导水率（k）。聚合物添加剂在提高粘土的抗干燥开裂能力以及在暴露于盐溶液时保持低 k 值方面具有显著效果。然而，聚合物从处理过的混合物中洗脱的风险及其对增益耐久性的影响却很少受到关注。本研究评估了聚合物在重组混合物的固结和渗透过程中的浸出情况。通过湿法混合（WM）和干法混合（DM）将羧甲基纤维素钠（Na-CMC）加入 Na-膨润土中。利用热重（TGA）和总有机碳（TOC）分析法，对添加过和未添加过的样品进行了一系列 k 试验，以评估聚合物的保留和洗脱情况。在 DM 中加入 Na-CMC 可使 k 值降低约 60%。与 WM 相比，DM 表现出更高的聚合物浸出水平，随着时间的推移增加了渗透性。不过，尽管聚合物流失，但在长达 100 天的渗透过程中，DM 和 WM 试样的 k 值仍然低于未处理的膨润土。此外，在 DM 样品中引入缝隙薄膜土工织物作为沥滤的潜在补救措施，并不能显著提高聚合物的保留率。然而，它却降低了流出物中的聚合物含量，这表明可能是土工织物而不是膨润土保留了聚合物。
{"title":"Na-CMC-amended clay: effect of mixing method on hydraulic conductivity and polymer elution","authors":"S. Taheri, A. El-Zein, B. Yu","doi":"10.1680/jgein.23.00116","DOIUrl":"https://doi.org/10.1680/jgein.23.00116","url":null,"abstract":"Desiccation-induced cracks in reactive soils reduce their mechanical strength and increase their hydraulic conductivity (k). Polymer additives have demonstrated efficacy in improving resistance of clay against desiccation cracking and retaining low k when exposed to saline solutions. However, the risk of polymer elution from treated mixtures and its effect on the durability of gains have received little attention. This study evaluated polymer leaching during consolidation and permeation in reconstituted mixtures. Sodium carboxymethyl cellulose (Na-CMC) was added to Na-bentonite via wet mixing (WM) and dry mixing (DM). Conducting a series of k tests on amended and unamended samples, polymer retention and elution were assessed using thermogravimetric (TGA) and total organic carbon (TOC) analyses. Na-CMC incorporation under DM reduced k by approximately 60%. DM exhibited higher levels of polymer leaching compared to WM, increasing permeability over time. Nevertheless, despite polymer loss, k values for both DM and WM specimens remained lower than untreated bentonite for up to 100 days of permeation. Furthermore, introducing a slit-film geotextile as a potential remedy for leaching did not significantly enhance polymer retention in DM samples. However, it reduced the polymer content in the effluent, suggesting that the geotextile, not the bentonite, could have retained the polymer.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2024-04-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140630834","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}
{"title":"Reply to Discussion of “Uniaxial compression test of cement-solidified dredged slurry columns encased with geogrid”","authors":"C. Qiu, G. Z. Xu, G. Gu, W. Z. Song, D. Cao","doi":"10.1680/jgein.24.00039","DOIUrl":"https://doi.org/10.1680/jgein.24.00039","url":null,"abstract":"","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2024-04-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140708012","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}
H.-J. Kim, P. R. Dinoy, H.-J. Kim, V. A. Corsino Jr, Y.-S. Joung, J.-Y. Park
A nonlinear model for consolidated geotextile-encased sand columns (GESACs) was formulated in this study. The model is based on the power law and predicts the stress-strain curve of a consolidated GESAC based on the superposition rule, wherein the stress-strain curve of the unconsolidated GESAC is superposed by the stress-strain curve of the soil alone in a consolidated triaxial test. A uniaxial compression test was conducted to study the failure mechanism of the GESAC. In addition, unconsolidated and consolidated triaxial tests on loose GESACs were conducted to investigate the effect of initial stresses on the shear behavior of GESACs. To further investigate the interaction between the soil and geotextile, and to assess the GESAC model, finite element method simulations were conducted. Based on the results, internal lateral stresses developed in the GESAC due to the confining effect of the geotextile, which increases the circumferential tension force on the geotextile while the p-q path of the GESAC approaches the critical state line, and follows the line when the shear strength of the soil is mobilized. The model was verified based on data on dense consolidated GESACs found in the literature, and results have shown good agreement between the measured and predicted data.
{"title":"A nonlinear analytical model for consolidated geotextile-encased sand columns","authors":"H.-J. Kim, P. R. Dinoy, H.-J. Kim, V. A. Corsino Jr, Y.-S. Joung, J.-Y. Park","doi":"10.1680/jgein.23.00092","DOIUrl":"https://doi.org/10.1680/jgein.23.00092","url":null,"abstract":"A nonlinear model for consolidated geotextile-encased sand columns (GESACs) was formulated in this study. The model is based on the power law and predicts the stress-strain curve of a consolidated GESAC based on the superposition rule, wherein the stress-strain curve of the unconsolidated GESAC is superposed by the stress-strain curve of the soil alone in a consolidated triaxial test. A uniaxial compression test was conducted to study the failure mechanism of the GESAC. In addition, unconsolidated and consolidated triaxial tests on loose GESACs were conducted to investigate the effect of initial stresses on the shear behavior of GESACs. To further investigate the interaction between the soil and geotextile, and to assess the GESAC model, finite element method simulations were conducted. Based on the results, internal lateral stresses developed in the GESAC due to the confining effect of the geotextile, which increases the circumferential tension force on the geotextile while the <i>p</i>-<i>q</i> path of the GESAC approaches the critical state line, and follows the line when the shear strength of the soil is mobilized. The model was verified based on data on dense consolidated GESACs found in the literature, and results have shown good agreement between the measured and predicted data.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2024-04-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140628174","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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