Pub Date : 2024-12-04DOI: 10.1016/j.geotexmem.2024.11.010
Rui Rui, Shi-kai He, Long-fan Peng, S.J.M. Van Eekelen, Liang-hao Li, Yu-qiu Ye
This study conducted field tests on geosynthetic-reinforced floating pile-supported embankments to evaluate the load transfer mechanism and embankment deformation during embankment construction. Vertical pressures on pile caps and subsoils between piles, geosynthetic strains, settlement of pile caps and subsoils between piles, and settlement of the embankment at different elevations were measured throughout the embankment construction. Test results showed that the maximum settlement of the pile cap was approximately 66% of subsoils between the piles. Due to the large settlement of the floating piles, the soil arching was not significantly mobilized. The geosynthetic reinforcement exhibited a maximum tensile strain of 0.2% at the end of embankment construction, indicating a mobilization of low tensioned membrane effect. The predicted equal settlement heights at adjacent piles center and the diagonal pile center were close with an average value of approximately 1.23 times the pile net spacing. The measured vertical pressures on subsoil between piles were compared with calculated results using available analytical models from the literature. The analytical models underestimated the vertical pressures on the subsoils between piles, while the modified Terzaghi's model showed better agreement with the measured results than other analytical models.
{"title":"Field test of geosynthetic-reinforced floating pile-supported embankments on soft soil","authors":"Rui Rui, Shi-kai He, Long-fan Peng, S.J.M. Van Eekelen, Liang-hao Li, Yu-qiu Ye","doi":"10.1016/j.geotexmem.2024.11.010","DOIUrl":"https://doi.org/10.1016/j.geotexmem.2024.11.010","url":null,"abstract":"This study conducted field tests on geosynthetic-reinforced floating pile-supported embankments to evaluate the load transfer mechanism and embankment deformation during embankment construction. Vertical pressures on pile caps and subsoils between piles, geosynthetic strains, settlement of pile caps and subsoils between piles, and settlement of the embankment at different elevations were measured throughout the embankment construction. Test results showed that the maximum settlement of the pile cap was approximately 66% of subsoils between the piles. Due to the large settlement of the floating piles, the soil arching was not significantly mobilized. The geosynthetic reinforcement exhibited a maximum tensile strain of 0.2% at the end of embankment construction, indicating a mobilization of low tensioned membrane effect. The predicted equal settlement heights at adjacent piles center and the diagonal pile center were close with an average value of approximately 1.23 times the pile net spacing. The measured vertical pressures on subsoil between piles were compared with calculated results using available analytical models from the literature. The analytical models underestimated the vertical pressures on the subsoils between piles, while the modified Terzaghi's model showed better agreement with the measured results than other analytical models.","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"19 1","pages":""},"PeriodicalIF":5.2,"publicationDate":"2024-12-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142797865","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2024-12-04DOI: 10.1016/j.geotexmem.2024.11.013
Haoyuan Jiang, Mingyi Zhang, Zhengzhong Wang, Yi Wang, Zhengyi Wang, Xinjian Sun
The canal is crucial for water diversion projects, but it is susceptible to frost damage. To address this, a two-layer composite geomembrane lining structure (TLCGLS) was proposed that regulates the interaction between canal lining and frozen soil. Model tests were conducted to investigate its anti-frost heave effectiveness. Considering the interaction among the lining, two-layer composite geomembranes (TLCGs), and frozen soil, a canal frost heave model with heat-water-mechanical coupling was developed. The influence of canal cross-section shapes and TLCGs arrangements on anti-frost heave performance and mechanism of TLCGLS were discussed. Results show that TLCGLS reduces uneven frost heave degree and compressive/tensile strains of the lining by 35%, 29%, and 28% respectively. During melting, it rapidly reduces frost heave, tangential deformation, and strain with minimal residual effects. TLCGLS demonstrates strong resetting ability and excellent anti-frost heave performance. It is particular suitable for arc-bottomed trapezoidal canals. However, excessive reduction in friction between TLCGs weakens arching effect of the bottom lining, increasing tensile stress and safety risks. TLCGLS with geomembrane-geotextile contact exhibits superior anti-frost heave performance, mitigating compressive stress by over 50% while meeting design requirements for tensile stress. These findings provide a theoretical basis and technical solution for mitigating frost damage in canals.
{"title":"A novel two-layer composite geomembrane lining structure to mitigate frost damage in cold-region canals: Model test and numerical simulation","authors":"Haoyuan Jiang, Mingyi Zhang, Zhengzhong Wang, Yi Wang, Zhengyi Wang, Xinjian Sun","doi":"10.1016/j.geotexmem.2024.11.013","DOIUrl":"https://doi.org/10.1016/j.geotexmem.2024.11.013","url":null,"abstract":"The canal is crucial for water diversion projects, but it is susceptible to frost damage. To address this, a two-layer composite geomembrane lining structure (TLCGLS) was proposed that regulates the interaction between canal lining and frozen soil. Model tests were conducted to investigate its anti-frost heave effectiveness. Considering the interaction among the lining, two-layer composite geomembranes (TLCGs), and frozen soil, a canal frost heave model with heat-water-mechanical coupling was developed. The influence of canal cross-section shapes and TLCGs arrangements on anti-frost heave performance and mechanism of TLCGLS were discussed. Results show that TLCGLS reduces uneven frost heave degree and compressive/tensile strains of the lining by 35%, 29%, and 28% respectively. During melting, it rapidly reduces frost heave, tangential deformation, and strain with minimal residual effects. TLCGLS demonstrates strong resetting ability and excellent anti-frost heave performance. It is particular suitable for arc-bottomed trapezoidal canals. However, excessive reduction in friction between TLCGs weakens arching effect of the bottom lining, increasing tensile stress and safety risks. TLCGLS with geomembrane-geotextile contact exhibits superior anti-frost heave performance, mitigating compressive stress by over 50% while meeting design requirements for tensile stress. These findings provide a theoretical basis and technical solution for mitigating frost damage in canals.","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"4 1","pages":""},"PeriodicalIF":5.2,"publicationDate":"2024-12-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142797873","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2024-12-01DOI: 10.1016/j.geotexmem.2024.11.011
Pengfei He , Guangliang Hou , Haitao Cao , Feng Yue
This paper investigates the shear properties of the interfaces between sand and short-staple nonwoven geotextile (GT1), long-staple nonwoven geotextile (GT2), and geomembrane (GM) under varying conditions of testing temperature, sand moisture content, and normal stress through temperature-controlled direct shear tests. The results reveal that the shear stress-shear displacement curves for the sand-GT1 and sand-GM interfaces can be broadly categorized into an elastic deformation stage, a nonlinear growth stage, and a stable stage. However, the sand-GT2 interface displays a continuously increasing trend throughout the experiment. The peak friction angles of the interfaces increase significantly as the temperature decreases, following the order GT1 > GT2 > GM. The average residual friction angle of sand with GT1, GT2, and GM decreased by 14.8%, 10.4%, and 31.1%, respectively, compared to the peak friction angle. The peak cohesion at the sand-GM interface is relatively weaker than that at the sand-GT1 and sand-GT2 interfaces. The shear mechanisms between frozen soil and geotextiles involve ice cementation, rolling, interlocking, and fiber tensioning, while the shear mechanisms between frozen soil and GM comprise ice cementation, rolling, indentation, and plowing.
{"title":"The influence of geosynthetic properties on their shear behaviors at the interface with frozen soil","authors":"Pengfei He , Guangliang Hou , Haitao Cao , Feng Yue","doi":"10.1016/j.geotexmem.2024.11.011","DOIUrl":"10.1016/j.geotexmem.2024.11.011","url":null,"abstract":"<div><div>This paper investigates the shear properties of the interfaces between sand and short-staple nonwoven geotextile (GT1), long-staple nonwoven geotextile (GT2), and geomembrane (GM) under varying conditions of testing temperature, sand moisture content, and normal stress through temperature-controlled direct shear tests. The results reveal that the shear stress-shear displacement curves for the sand-GT1 and sand-GM interfaces can be broadly categorized into an elastic deformation stage, a nonlinear growth stage, and a stable stage. However, the sand-GT2 interface displays a continuously increasing trend throughout the experiment. The peak friction angles of the interfaces increase significantly as the temperature decreases, following the order GT1 > GT2 > GM. The average residual friction angle of sand with GT1, GT2, and GM decreased by 14.8%, 10.4%, and 31.1%, respectively, compared to the peak friction angle. The peak cohesion at the sand-GM interface is relatively weaker than that at the sand-GT1 and sand-GT2 interfaces. The shear mechanisms between frozen soil and geotextiles involve ice cementation, rolling, interlocking, and fiber tensioning, while the shear mechanisms between frozen soil and GM comprise ice cementation, rolling, indentation, and plowing.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"53 2","pages":"Pages 497-509"},"PeriodicalIF":4.7,"publicationDate":"2024-12-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142756792","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2024-11-29DOI: 10.1016/j.geotexmem.2024.11.012
{"title":"EDITORIAL: Best papers published in Geotextiles and Geomembranes in 2023","authors":"","doi":"10.1016/j.geotexmem.2024.11.012","DOIUrl":"10.1016/j.geotexmem.2024.11.012","url":null,"abstract":"","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"53 1","pages":"Page 496"},"PeriodicalIF":4.7,"publicationDate":"2024-11-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142743520","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2024-11-26DOI: 10.1016/j.geotexmem.2024.11.007
K.A. Dhanya, P.V. Divya
To examine the hydro-mechanical behavior of Geosynthetic Reinforced Soil Walls (GRSW) backfilled with locally available marginal lateritic soils, physical model tests were conducted during construction, surcharge loading, and rainfall infiltration. Various reinforcements were tested, including a conventional geogrid (GG) and two types of composite geosynthetic reinforcements (CGR) with equivalent stiffness but different configurations. The results showed that suction was maintained throughout surcharging, but during rainfall infiltration, the GG model lost suction after 12,240 min, while both CGRs retained it. Strain evaluations indicated that all reinforcements remained within serviceability limits during surcharging, but the GG model exceeded these limits during rainfall, while the CGRs stayed within acceptable limits with minimal strain increases. Additionally, the GG model showed a 61% increase in facing deformation during rainfall, exceeding serviceability limits, whereas the CGRs remained within permissible limits. The study emphasizes the importance of cautious use of marginal soils in backfill applications. These soils can still be suitable for GRSW when reinforced with composite geosynthetics, especially CGR made of polyester geogrids with non-woven geotextile bonded longitudinally to the polyester strips. This configuration demonstrated superior performance by reducing facing deformation through better drainage and improved soil-reinforcement interaction.
{"title":"Hydro-mechanical behaviour of composite-geosynthetic-reinforced soil walls with marginal lateritic backfills through instrumented model tests","authors":"K.A. Dhanya, P.V. Divya","doi":"10.1016/j.geotexmem.2024.11.007","DOIUrl":"10.1016/j.geotexmem.2024.11.007","url":null,"abstract":"<div><div>To examine the hydro-mechanical behavior of Geosynthetic Reinforced Soil Walls (GRSW) backfilled with locally available marginal lateritic soils, physical model tests were conducted during construction, surcharge loading, and rainfall infiltration. Various reinforcements were tested, including a conventional geogrid (GG) and two types of composite geosynthetic reinforcements (CGR) with equivalent stiffness but different configurations. The results showed that suction was maintained throughout surcharging, but during rainfall infiltration, the GG model lost suction after 12,240 min, while both CGRs retained it. Strain evaluations indicated that all reinforcements remained within serviceability limits during surcharging, but the GG model exceeded these limits during rainfall, while the CGRs stayed within acceptable limits with minimal strain increases. Additionally, the GG model showed a 61% increase in facing deformation during rainfall, exceeding serviceability limits, whereas the CGRs remained within permissible limits. The study emphasizes the importance of cautious use of marginal soils in backfill applications. These soils can still be suitable for GRSW when reinforced with composite geosynthetics, especially CGR made of polyester geogrids with non-woven geotextile bonded longitudinally to the polyester strips. This configuration demonstrated superior performance by reducing facing deformation through better drainage and improved soil-reinforcement interaction.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"53 1","pages":"Pages 474-495"},"PeriodicalIF":4.7,"publicationDate":"2024-11-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142718411","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2024-11-25DOI: 10.1016/j.geotexmem.2024.11.004
Nesrin Akel , Guillaume Stoltz , Antoine Wautier , François Nicot , Nathalie Touze
One of the challenge that face the effectiveness of Polyvinyl Chloride geomembranes (PVC GMs) as a hydraulic barrier is the capacity to withstand unexpected mechanical actions, particularly tensile forces, during installation and throughout their lifespan. These forces pose risks of premature failure and impermeability degradation. In this study, the characterization of the short and long-term mechanical response of PVC GMs to uniaxial tensile forces has been investigated. Uniaxial tensile test have been performed for tensile rates spanning several orders of magnitude. Analysis of the true stress-strain curves reveals a significant decrease in tensile modulus, strength, and strain at failure at low strain rates, which are relatively close to those applied in situ. Long-term investigations have been conducted as well, through relaxation tests. Our key results unveil two distinct characteristic times in stress relaxation, with the fast relaxation occurring over the first 4 h. During this phase, the pre-relaxation loading rate affects the relaxation behavior. Beyond this phase, the relaxation behavior becomes independent from the pre-relaxation loading rate. Burger's rheological model is proposed to measure the stress relaxation at different rates. The model's results validate the existence of two characteristic times.
{"title":"Rate-dependent tensile response of Polyvinyl Chloride geomembranes","authors":"Nesrin Akel , Guillaume Stoltz , Antoine Wautier , François Nicot , Nathalie Touze","doi":"10.1016/j.geotexmem.2024.11.004","DOIUrl":"10.1016/j.geotexmem.2024.11.004","url":null,"abstract":"<div><div>One of the challenge that face the effectiveness of Polyvinyl Chloride geomembranes (PVC GMs) as a hydraulic barrier is the capacity to withstand unexpected mechanical actions, particularly tensile forces, during installation and throughout their lifespan. These forces pose risks of premature failure and impermeability degradation. In this study, the characterization of the short and long-term mechanical response of PVC GMs to uniaxial tensile forces has been investigated. Uniaxial tensile test have been performed for tensile rates spanning several orders of magnitude. Analysis of the true stress-strain curves reveals a significant decrease in tensile modulus, strength, and strain at failure at low strain rates, which are relatively close to those applied in situ. Long-term investigations have been conducted as well, through relaxation tests. Our key results unveil two distinct characteristic times in stress relaxation, with the fast relaxation occurring over the first 4 h. During this phase, the pre-relaxation loading rate affects the relaxation behavior. Beyond this phase, the relaxation behavior becomes independent from the pre-relaxation loading rate. Burger's rheological model is proposed to measure the stress relaxation at different rates. The model's results validate the existence of two characteristic times.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"53 1","pages":"Pages 445-456"},"PeriodicalIF":4.7,"publicationDate":"2024-11-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702363","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-11-25DOI: 10.1016/j.geotexmem.2024.11.009
Jian Wu , Ya-Qiong Wang , Shi-Jin Feng
Given that the material-wearing process is the key factor influencing the dynamic shear strength at the interface between the geomembrane (GMB) and nonwoven geotextile (NWGT), this study investigates the cyclic shear behavior of the GMB–NWGT interface from a microscale perspective using the three-dimensional discrete element method (DEM). The textured GMB is simulated with breakable asperities and the thermally bonded NWGT is generated by spatially randomly distributed fibers which could be stretched and untangled. The established model is validated against the experimental data. The wearing process during cyclic loading is evaluated by quantifying the embedded depth of GMB asperities and fiber breakage within NWGT. The simulation results demonstrate that the maximum asperity embedment (inter-embedding effect), affected by the normal stress and displacement amplitude, induces the hook and loop interactions between asperities and fibers (inter-locking effect), accounting for the cyclic shear resistance at the interface. The inter-locking effect dominates the strain-hardening behavior of the GMB–NWGT interface when the percentage of inter-fiber bond breakage is less than 22% and the maximum asperity embedment ratio is lower than 60%; otherwise, the inter-embedding effect dominates the strain-softening behavior of the interface.
{"title":"Microscale analysis of geomembrane–geotextile interface cyclic shear behavior using DEM","authors":"Jian Wu , Ya-Qiong Wang , Shi-Jin Feng","doi":"10.1016/j.geotexmem.2024.11.009","DOIUrl":"10.1016/j.geotexmem.2024.11.009","url":null,"abstract":"<div><div>Given that the material-wearing process is the key factor influencing the dynamic shear strength at the interface between the geomembrane (GMB) and nonwoven geotextile (NWGT), this study investigates the cyclic shear behavior of the GMB–NWGT interface from a microscale perspective using the three-dimensional discrete element method (DEM). The textured GMB is simulated with breakable asperities and the thermally bonded NWGT is generated by spatially randomly distributed fibers which could be stretched and untangled. The established model is validated against the experimental data. The wearing process during cyclic loading is evaluated by quantifying the embedded depth of GMB asperities and fiber breakage within NWGT. The simulation results demonstrate that the maximum asperity embedment (inter-embedding effect), affected by the normal stress and displacement amplitude, induces the hook and loop interactions between asperities and fibers (inter-locking effect), accounting for the cyclic shear resistance at the interface. The inter-locking effect dominates the strain-hardening behavior of the GMB–NWGT interface when the percentage of inter-fiber bond breakage is less than 22% and the maximum asperity embedment ratio is lower than 60%; otherwise, the inter-embedding effect dominates the strain-softening behavior of the interface.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"53 1","pages":"Pages 457-473"},"PeriodicalIF":4.7,"publicationDate":"2024-11-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702135","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2024-11-21DOI: 10.1016/j.geotexmem.2024.11.003
Mian Huang , Jiming Liu , Sanat K. Pokharel , Taylor Dagenais , Arghya Chatterjee , Cheng Lin
Freeze-thaw (F-T) cycles are a primary contributor of pavement damages in seasonal frost regions. Geosynthetics stabilization has been a promising solution for enhancing the roadways performance in cold regions. However, in comparison with the practical applications, research on the geosynthetics stabilization in cold-region roads is scarce and its efficacy is yet to be quantified. This study presents the full-scale test on geosynthetics-stabilized sections in a flexible pavement in Sturgeon County, Alberta. It focused on the investigation of three separate test sections with bases stabilized by two types of geocells and one geogrid composite, each fully instrumented with earth pressure cells, thermocouples, and moisture sensors. This experimental program consisted of plate loading tests and trafficking tests on each test section before and after the first F-T season, and monitoring of soil temperatures, moisture contents, and loads transferred to subbases while the sections were open to general traffic. The results showed seasonal F-T cycles resulted in increased pavement settlement, decreased load transfer ratio, and increased stress distribution angle under the plate loading. The traffic-induced stress on the subbases increased during the spring thaw but decreased afterwards.
{"title":"Full-scale testing and monitoring of geosynthetics-stabilized flexible pavement in Alberta, Canada","authors":"Mian Huang , Jiming Liu , Sanat K. Pokharel , Taylor Dagenais , Arghya Chatterjee , Cheng Lin","doi":"10.1016/j.geotexmem.2024.11.003","DOIUrl":"10.1016/j.geotexmem.2024.11.003","url":null,"abstract":"<div><div>Freeze-thaw (F-T) cycles are a primary contributor of pavement damages in seasonal frost regions. Geosynthetics stabilization has been a promising solution for enhancing the roadways performance in cold regions. However, in comparison with the practical applications, research on the geosynthetics stabilization in cold-region roads is scarce and its efficacy is yet to be quantified. This study presents the full-scale test on geosynthetics-stabilized sections in a flexible pavement in Sturgeon County, Alberta. It focused on the investigation of three separate test sections with bases stabilized by two types of geocells and one geogrid composite, each fully instrumented with earth pressure cells, thermocouples, and moisture sensors. This experimental program consisted of plate loading tests and trafficking tests on each test section before and after the first F-T season, and monitoring of soil temperatures, moisture contents, and loads transferred to subbases while the sections were open to general traffic. The results showed seasonal F-T cycles resulted in increased pavement settlement, decreased load transfer ratio, and increased stress distribution angle under the plate loading. The traffic-induced stress on the subbases increased during the spring thaw but decreased afterwards.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"53 1","pages":"Pages 427-444"},"PeriodicalIF":4.7,"publicationDate":"2024-11-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702362","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-11-21DOI: 10.1016/j.geotexmem.2024.11.006
Sheng Xu, Zhen-Yu Yin
A frequently overlooked aspect in previous research on bearing capacity of reinforced foundations is the prevalent unsaturated properties of soils. This paper provides an analytical framework for evaluating the bearing capacity of strip footings with single-layer and double-layer reinforcement in unsaturated soils. Four classical nonlinear expressions are used to determine the additional cohesion induced by matric suction. Solutions for the reinforcement layer undergoing tensile failure and sliding failure are provided separately. In the former case, where the bearing capacity depends on the reinforcement's tensile strength, the Prandtl mechanism is employed. In the latter case, where the bearing capacity is influenced by the characteristics of the reinforcement-soil interface, a multi-block mechanism is adopted. Additionally, sliding failure exhibits different mechanisms depending on the reinforcement's embedded depth. By comparing the results of different failure mechanisms, accurate upper bound solutions for bearing capacity are obtained. In the case of sliding failure, the optimal reinforcement depths that maximize the bearing capacity are identified for both single-layer and double-layer reinforcement. To facilitate engineering use, the optimum depths and corresponding bearing capacity factors are given in tabular form. The effectiveness of the framework is demonstrated through comparisons with previous theories, experiments, and finite element simulation results.
{"title":"Bearing capacity of strip footings in unsaturated soils reinforced with layered geogrid sheets using upper bound method","authors":"Sheng Xu, Zhen-Yu Yin","doi":"10.1016/j.geotexmem.2024.11.006","DOIUrl":"10.1016/j.geotexmem.2024.11.006","url":null,"abstract":"<div><div>A frequently overlooked aspect in previous research on bearing capacity of reinforced foundations is the prevalent unsaturated properties of soils. This paper provides an analytical framework for evaluating the bearing capacity of strip footings with single-layer and double-layer reinforcement in unsaturated soils. Four classical nonlinear expressions are used to determine the additional cohesion induced by matric suction. Solutions for the reinforcement layer undergoing tensile failure and sliding failure are provided separately. In the former case, where the bearing capacity depends on the reinforcement's tensile strength, the Prandtl mechanism is employed. In the latter case, where the bearing capacity is influenced by the characteristics of the reinforcement-soil interface, a multi-block mechanism is adopted. Additionally, sliding failure exhibits different mechanisms depending on the reinforcement's embedded depth. By comparing the results of different failure mechanisms, accurate upper bound solutions for bearing capacity are obtained. In the case of sliding failure, the optimal reinforcement depths that maximize the bearing capacity are identified for both single-layer and double-layer reinforcement. To facilitate engineering use, the optimum depths and corresponding bearing capacity factors are given in tabular form. The effectiveness of the framework is demonstrated through comparisons with previous theories, experiments, and finite element simulation results.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"53 1","pages":"Pages 405-426"},"PeriodicalIF":4.7,"publicationDate":"2024-11-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702361","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Predicting the performance of geosynthetic-reinforced soil walls with segmental block facings in service is a challenging task due to their complex interaction mechanisms. This paper proposes a semi-analytical method to estimate the performance of such walls by considering a prescribed reduction factor. Rough back of the wall and unreinforced zone effects can be taken into account. It also incorporates an empirical formula to consider reinforcement stiffness to accurately characterize the nonlinear interaction between geosynthetics and soil. Seven full-scale tests and three robust numerical simulations were employed to evaluate the proposed method. The results demonstrate satisfactory estimations of lateral displacement and reinforcement force location with a rational reduction factor. Additionally, the physical significance of the reduction factor is identified, and a method for its determination based on data analysis is proposed. This method eliminates the need for sophisticated numerical analyses to determine lateral displacements. Further investigation is required to explore the correlation between the reduction factor and various design parameters, aiming to establish a more generalized formula for predicting the performance of GRS segmental walls.
{"title":"Prediction method for lateral displacements of geosynthetic-reinforced soil walls with segmental block facings","authors":"Fei Zhang , Yuming Zhu , Shangchuan Yang , Yufeng Gao","doi":"10.1016/j.geotexmem.2024.11.008","DOIUrl":"10.1016/j.geotexmem.2024.11.008","url":null,"abstract":"<div><div>Predicting the performance of geosynthetic-reinforced soil walls with segmental block facings in service is a challenging task due to their complex interaction mechanisms. This paper proposes a semi-analytical method to estimate the performance of such walls by considering a prescribed reduction factor. Rough back of the wall and unreinforced zone effects can be taken into account. It also incorporates an empirical formula to consider reinforcement stiffness to accurately characterize the nonlinear interaction between geosynthetics and soil. Seven full-scale tests and three robust numerical simulations were employed to evaluate the proposed method. The results demonstrate satisfactory estimations of lateral displacement and reinforcement force location with a rational reduction factor. Additionally, the physical significance of the reduction factor is identified, and a method for its determination based on data analysis is proposed. This method eliminates the need for sophisticated numerical analyses to determine lateral displacements. Further investigation is required to explore the correlation between the reduction factor and various design parameters, aiming to establish a more generalized formula for predicting the performance of GRS segmental walls.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"53 1","pages":"Pages 378-393"},"PeriodicalIF":4.7,"publicationDate":"2024-11-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702134","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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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