Pub Date : 2025-11-03DOI: 10.1016/j.geotexmem.2025.10.005
Rawiwan Eakintumas, Warat Kongkitkul
This study presents a method for predicting the long-term stress relaxation (SR) behavior of geogrids using short-term testing combined with the time–temperature superposition (TTS) technique, known as SR-TTS. Two polymer geogrids—polypropylene (PP) and high-density polyethylene (HDPE)—were tested under constant tensile strain at multiple temperatures: 30 °C, 40 °C, and 50 °C for PP; and 30 °C, 37 °C, 44 °C, and 51 °C for HDPE. Master stress relaxation curves were constructed at a reference temperature of 30 °C by horizontally shifting short-term tensile load histories at elevated temperatures along the logarithmic time axis. Using this approach, 12-h tests for PP and 16-h tests for HDPE were extended to 115 and 4000 h, respectively, demonstrating the effectiveness of temperature-accelerated testing. A numerical simulation using the nonlinear three-component (NTC) model was also applied to replicate SR-TTS behavior. The master curves obtained from experimental SR-TTS tests showed excellent agreement with those from NTC-based simulations. Furthermore, both the experimental and simulated master curves closely matched long-term load decrement time histories from conventional stress relaxation (SR-CON) tests. These results confirm that SR-TTS, supported by numerical simulation, offers a reliable and efficient method for predicting long-term stress relaxation behavior of polymer geogrids under varying temperatures.
{"title":"Predicting long-term stress relaxation of geogrids using time–temperature superposition and the nonlinear three-component model","authors":"Rawiwan Eakintumas, Warat Kongkitkul","doi":"10.1016/j.geotexmem.2025.10.005","DOIUrl":"10.1016/j.geotexmem.2025.10.005","url":null,"abstract":"<div><div>This study presents a method for predicting the long-term stress relaxation (SR) behavior of geogrids using short-term testing combined with the time–temperature superposition (TTS) technique, known as SR-TTS. Two polymer geogrids—polypropylene (PP) and high-density polyethylene (HDPE)—were tested under constant tensile strain at multiple temperatures: 30 °C, 40 °C, and 50 °C for PP; and 30 °C, 37 °C, 44 °C, and 51 °C for HDPE. Master stress relaxation curves were constructed at a reference temperature of 30 °C by horizontally shifting short-term tensile load histories at elevated temperatures along the logarithmic time axis. Using this approach, 12-h tests for PP and 16-h tests for HDPE were extended to 115 and 4000 h, respectively, demonstrating the effectiveness of temperature-accelerated testing. A numerical simulation using the nonlinear three-component (NTC) model was also applied to replicate SR-TTS behavior. The master curves obtained from experimental SR-TTS tests showed excellent agreement with those from NTC-based simulations. Furthermore, both the experimental and simulated master curves closely matched long-term load decrement time histories from conventional stress relaxation (SR-CON) tests. These results confirm that SR-TTS, supported by numerical simulation, offers a reliable and efficient method for predicting long-term stress relaxation behavior of polymer geogrids under varying temperatures.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"54 1","pages":"Pages 175-189"},"PeriodicalIF":6.2,"publicationDate":"2025-11-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145434301","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 : 2025-10-31DOI: 10.1016/j.geotexmem.2025.10.006
Changwei Yang , Xianqing Xu , Zhikun Wang , Shibo Zhu , Mao Yue , Jing Lian , Shiguang Zhou
This study investigates the seismic damage and energy distribution of pile-geogrid supported high-speed railway subgrades using shaking table tests and time-frequency analysis methods such as STFT, SPWVD, WPD, and EMD. We found that cracks begin to appear at the base of the foundation when PGA reaches 0.2 g and severe damage occurs after PGA exceeds 0.6 g. The geogrids enhance soil integrity and mitigate PGA amplification factors. They distribute shear stresses to surrounding soil or other geogrids. Low-frequency waves play a predominant role in seismic damage due to their longer propagation distances. Scattering leads to changes in energy distribution as seismic waves propagate through caustic surfaces. The energy attenuation characteristics of high-frequency signal components and the increased contribution of low-frequency components under high PGA conditions are observed. An increase in the difference in variance contribution rate (VCR) indicates inconsistencies in the vibration characteristics of the soil. The sudden changes in Intrinsic mode functions (IMFs) suggest that the energy of seismic waves is amplified and attenuated to varying degrees. These findings provide a more solid theoretical foundation and novel approaches for the seismic design and performance assessment of high-speed railway subgrades.
{"title":"Seismic damage and energy distribution of pile-geogrid supported high-speed railway subgrade","authors":"Changwei Yang , Xianqing Xu , Zhikun Wang , Shibo Zhu , Mao Yue , Jing Lian , Shiguang Zhou","doi":"10.1016/j.geotexmem.2025.10.006","DOIUrl":"10.1016/j.geotexmem.2025.10.006","url":null,"abstract":"<div><div>This study investigates the seismic damage and energy distribution of pile-geogrid supported high-speed railway subgrades using shaking table tests and time-frequency analysis methods such as STFT, SPWVD, WPD, and EMD. We found that cracks begin to appear at the base of the foundation when PGA reaches 0.2 g and severe damage occurs after PGA exceeds 0.6 g. The geogrids enhance soil integrity and mitigate PGA amplification factors. They distribute shear stresses to surrounding soil or other geogrids. Low-frequency waves play a predominant role in seismic damage due to their longer propagation distances. Scattering leads to changes in energy distribution as seismic waves propagate through caustic surfaces. The energy attenuation characteristics of high-frequency signal components and the increased contribution of low-frequency components under high PGA conditions are observed. An increase in the difference in variance contribution rate (VCR) indicates inconsistencies in the vibration characteristics of the soil. The sudden changes in Intrinsic mode functions (IMFs) suggest that the energy of seismic waves is amplified and attenuated to varying degrees. These findings provide a more solid theoretical foundation and novel approaches for the seismic design and performance assessment of high-speed railway subgrades.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"54 1","pages":"Pages 161-174"},"PeriodicalIF":6.2,"publicationDate":"2025-10-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145404787","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 : 2025-10-29DOI: 10.1016/j.geotexmem.2025.10.007
Qian Liu , Hongjun Jing , Di Wang
Inorganic binder-stabilized bases often suffer from insufficient lateral confinement and poor fatigue resistance, limiting pavement longevity. This study aims to enhance their mechanical behavior and durability using a geogrid-reinforced graded crushed stone base (GCS-GR). A multi-scale evaluation integrating Discrete Element Method (DEM) simulations, laboratory fatigue testing, field monitoring, and life-cycle cost analysis was conducted. Results show that geogrid reinforcement alleviates stress concentration and deflection instability under high-void conditions by forming a lateral force-chain network. Laboratory tests demonstrate that the single-layer structure (GCS-GR1) increases ultimate flexural strength and failure displacement by 31 % and 44 %, respectively. Under a high stress level ( = 0.8) corresponding to 80 % of the ultimate flexural strength, the fatigue life increases nearly threefold. Field monitoring reveals reduced deflection, rutting, and Pavement Condition Index (PCI) degradation rates of 31.6 %, 36.6 %, and 47.9 %, respectively. The vertical-to-transverse strain ratio decreased by 47 %, in good agreement with DEM predictions (3.1 % deviation), confirming the reliability of the DEM model. Furthermore, life-cycle cost analysis indicates that GCS-GR1 has the lowest total present value, reducing costs by approximately 8 % compared to the GCS. Overall, GCS-GR effectively enhances structural stability, fatigue life, and long-term economic sustainability of pavement bases.
{"title":"Mechanical and economic performance of geogrid-reinforced base pavements: An integrated numerical, experimental, and field study","authors":"Qian Liu , Hongjun Jing , Di Wang","doi":"10.1016/j.geotexmem.2025.10.007","DOIUrl":"10.1016/j.geotexmem.2025.10.007","url":null,"abstract":"<div><div>Inorganic binder-stabilized bases often suffer from insufficient lateral confinement and poor fatigue resistance, limiting pavement longevity. This study aims to enhance their mechanical behavior and durability using a geogrid-reinforced graded crushed stone base (GCS-GR). A multi-scale evaluation integrating Discrete Element Method (DEM) simulations, laboratory fatigue testing, field monitoring, and life-cycle cost analysis was conducted. Results show that geogrid reinforcement alleviates stress concentration and deflection instability under high-void conditions by forming a lateral force-chain network. Laboratory tests demonstrate that the single-layer structure (GCS-GR1) increases ultimate flexural strength and failure displacement by 31 % and 44 %, respectively. Under a high stress level (<span><math><mrow><mi>σ</mi><mo>/</mo><msub><mi>σ</mi><mi>f</mi></msub></mrow></math></span> = 0.8) corresponding to 80 % of the ultimate flexural strength, the fatigue life increases nearly threefold. Field monitoring reveals reduced deflection, rutting, and Pavement Condition Index (PCI) degradation rates of 31.6 %, 36.6 %, and 47.9 %, respectively. The vertical-to-transverse strain ratio decreased by 47 %, in good agreement with DEM predictions (3.1 % deviation), confirming the reliability of the DEM model. Furthermore, life-cycle cost analysis indicates that GCS-GR1 has the lowest total present value, reducing costs by approximately 8 % compared to the GCS. Overall, GCS-GR effectively enhances structural stability, fatigue life, and long-term economic sustainability of pavement bases.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"54 1","pages":"Pages 146-160"},"PeriodicalIF":6.2,"publicationDate":"2025-10-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145382487","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 : 2025-10-22DOI: 10.1016/j.geotexmem.2025.10.002
Yu-qiu Ye , Jie Han , Brad Dolton , Robert L. Parsons
Lightweight cellular concrete (LCC) has great potential to be used as a backfill material for buried pipes due to its low self-weight, high strength, and good thermal insulation properties. However, the shear bond strength between LCC and plastic pipes and its load-bearing capacity over these pipes have not been well studied. This study conducted pushout tests to investigate the shear bond strengths between LCCs at densities ranging from 400 to 650 kg/m3 and smooth polyvinyl chloride, high-density polyethylene, and steel pipes. To take advantage of the test specimens, bearing capacity tests were conducted to evaluate the bearing capacities of the LCCs over pipes. Test results indicate that the steel pipe exhibited a higher shear bond strength than the plastic pipes and the LCC density did not significantly impact the peak shear bond strength. The measured ultimate bearing capacities of LCCs were close to their unconfined compressive strengths and the calculated results using Meyerhof's method based on the cohesion from small direct shear tests. In addition, LCC at a density of 400 kg/m3 showed a shear failure pattern, while LCC at densities of 475, 550, and 650 kg/m3 exhibited a splitting failure pattern.
{"title":"Experimental study on shear bond strength and bearing capacity of lightweight cellular concrete fill around plastic pipes","authors":"Yu-qiu Ye , Jie Han , Brad Dolton , Robert L. Parsons","doi":"10.1016/j.geotexmem.2025.10.002","DOIUrl":"10.1016/j.geotexmem.2025.10.002","url":null,"abstract":"<div><div>Lightweight cellular concrete (LCC) has great potential to be used as a backfill material for buried pipes due to its low self-weight, high strength, and good thermal insulation properties. However, the shear bond strength between LCC and plastic pipes and its load-bearing capacity over these pipes have not been well studied. This study conducted pushout tests to investigate the shear bond strengths between LCCs at densities ranging from 400 to 650 kg/m<sup>3</sup> and smooth polyvinyl chloride, high-density polyethylene, and steel pipes. To take advantage of the test specimens, bearing capacity tests were conducted to evaluate the bearing capacities of the LCCs over pipes. Test results indicate that the steel pipe exhibited a higher shear bond strength than the plastic pipes and the LCC density did not significantly impact the peak shear bond strength. The measured ultimate bearing capacities of LCCs were close to their unconfined compressive strengths and the calculated results using Meyerhof's method based on the cohesion from small direct shear tests. In addition, LCC at a density of 400 kg/m<sup>3</sup> showed a shear failure pattern, while LCC at densities of 475, 550, and 650 kg/m<sup>3</sup> exhibited a splitting failure pattern.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"54 1","pages":"Pages 136-145"},"PeriodicalIF":6.2,"publicationDate":"2025-10-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145362313","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 : 2025-10-22DOI: 10.1016/j.geotexmem.2025.10.004
Wei-Feng Jin, Wei-Dong Xu
This paper investigates the influence of particle shape, fiber length, and fiber content on the critical state line (CSL). By using artificial particles with three shapes (i.e., ball, cylinder, and triangular prism) and polypropylene fibers with three contents (0.2 %, 0.35 %, and 0.5 %) and three lengths (6 mm, 9 mm, and 12 mm), we analyze how CSL moves on the q vs. p plane and the ec vs. (p/pa)α plane: (1) Addition of fibers results in an obvious increase in the critical stress ratio M on the q vs. p plane, and CSL shifts downward and rotates clockwise on the plane of ec vs. (p/pa)α; (2) In the presence of fibers, further increasing the fiber length or content results in a slight increase of M; (3) As particle irregularity increases, M increases, λ overall increases, and Γ first increases and then decreases; (4) The increase of particle irregularity weakens the fiber-enhanced effect of M. Two forecast models, namely GRNN (Generalized Regression Neural Network) and multiple linear regression, are used to fit the test data. It is shown that multiple linear regression leads to a wrong trend of M vs. fiber content, while GRNN has very good fitting accuracy.
{"title":"Effects of fiber and particle shape on the critical state line","authors":"Wei-Feng Jin, Wei-Dong Xu","doi":"10.1016/j.geotexmem.2025.10.004","DOIUrl":"10.1016/j.geotexmem.2025.10.004","url":null,"abstract":"<div><div>This paper investigates the influence of particle shape, fiber length, and fiber content on the critical state line (CSL). By using artificial particles with three shapes (i.e., ball, cylinder, and triangular prism) and polypropylene fibers with three contents (0.2 %, 0.35 %, and 0.5 %) and three lengths (6 mm, 9 mm, and 12 mm), we analyze how CSL moves on the <em>q</em> vs. <em>p</em> plane and the <em>e</em><sub><em>c</em></sub> vs. (<em>p</em>/<em>p</em><sub><em>a</em></sub>)<sup><em>α</em></sup> plane: (1) Addition of fibers results in an obvious increase in the critical stress ratio <em>M</em> on the <em>q</em> vs. <em>p</em> plane, and CSL shifts downward and rotates clockwise on the plane of <em>e</em><sub><em>c</em></sub> vs. (<em>p</em>/<em>p</em><sub><em>a</em></sub>)<sup><em>α</em></sup>; (2) In the presence of fibers, further increasing the fiber length or content results in a slight increase of <em>M</em>; (3) As particle irregularity increases, <em>M</em> increases, <em>λ</em> overall increases, and <em>Γ</em> first increases and then decreases; (4) The increase of particle irregularity weakens the fiber-enhanced effect of <em>M</em>. Two forecast models, namely GRNN (Generalized Regression Neural Network) and multiple linear regression, are used to fit the test data. It is shown that multiple linear regression leads to a wrong trend of <em>M</em> vs. fiber content, while GRNN has very good fitting accuracy.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"54 1","pages":"Pages 129-135"},"PeriodicalIF":6.2,"publicationDate":"2025-10-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145362314","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 : 2025-10-18DOI: 10.1016/j.geotexmem.2025.10.003
Jun Wang , Chenglong Gu , Hongtao Fu , Long Wang , Junfeng Ni , Ziyang Gao , Xueyu Geng
To investigate the effect of PVD installation depth on the efficiency of surcharge preloading for soft ground improvement, centrifuge model tests were conducted based on a typical airport runway project. Four test groups were designed with PVD installation depths of 18, 22, 26, and 30 m. Key indicators, including settlement, pore-water pressure, water content, and undrained shear strength, were monitored to systematically analyze the influence of PVD depth variation on soil consolidation behavior. The results showed that with each 4 m increase in PVD depth, the settlement increment was 10.39 %, 4.44 %, and 0.81 %, respectively. When the installation depth exceeded 22 m, the improvement effect tended to plateau. Therefore, under the conditions of this project, the reasonable installation depth of PVDs lies within the range of 18–22 m, while the precise optimal depth still requires further investigation. Based on one-dimensional and multidimensional consolidation theories, this study proposed a settlement prediction method that converts multi-stage surcharge into an equivalent single-stage load through stress-time integration correction. The predicted results agreed well with the experimental data, with errors in shallow and deep settlement controlled within 5.3 % and 11.6 %, respectively, both within the acceptable range for engineering applications.
{"title":"Centrifuge model study on the influence of PVD installation depth under surcharge preloading","authors":"Jun Wang , Chenglong Gu , Hongtao Fu , Long Wang , Junfeng Ni , Ziyang Gao , Xueyu Geng","doi":"10.1016/j.geotexmem.2025.10.003","DOIUrl":"10.1016/j.geotexmem.2025.10.003","url":null,"abstract":"<div><div>To investigate the effect of PVD installation depth on the efficiency of surcharge preloading for soft ground improvement, centrifuge model tests were conducted based on a typical airport runway project. Four test groups were designed with PVD installation depths of 18, 22, 26, and 30 m. Key indicators, including settlement, pore-water pressure, water content, and undrained shear strength, were monitored to systematically analyze the influence of PVD depth variation on soil consolidation behavior. The results showed that with each 4 m increase in PVD depth, the settlement increment was 10.39 %, 4.44 %, and 0.81 %, respectively. When the installation depth exceeded 22 m, the improvement effect tended to plateau. Therefore, under the conditions of this project, the reasonable installation depth of PVDs lies within the range of 18–22 m, while the precise optimal depth still requires further investigation. Based on one-dimensional and multidimensional consolidation theories, this study proposed a settlement prediction method that converts multi-stage surcharge into an equivalent single-stage load through stress-time integration correction. The predicted results agreed well with the experimental data, with errors in shallow and deep settlement controlled within 5.3 % and 11.6 %, respectively, both within the acceptable range for engineering applications.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"54 1","pages":"Pages 115-128"},"PeriodicalIF":6.2,"publicationDate":"2025-10-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145324473","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 : 2025-10-15DOI: 10.1016/j.geotexmem.2025.09.003
Xiaocong Cai , Ling Zhang , Zijian Yang , Jinpeng Tan , Shao Yue
Geogrid-encased stone columns (GESCs) have shown notable potential in improving performance, thereby reducing the seismic failure probability (PF) of soil. This research proposes a limit equilibrium-based formulation for predicting the ultimate seismic bearing capacity (qu) of GESC composite foundations. Subsequently, a fragility analysis framework is developed based on the bearing capacity formula to quantify PF. The fragility analysis incorporates machine learning to evaluate the influence of tensile strength (T), column diameter (Dc), column and soil strength parameters (φc, cc, φs, and cs), shear strength utilization ratio (n), area replacement ratio (m), vertical load demand (Pv), footing width (B), footing embedded depth (h0), and seismic coefficients (kh and kv). Results demonstrate that encasement substantially enhances qu and reduces earthquake-induced settlements. The fragility function demonstrates a critical behavioral transition at n ≈ 0.5. PF decreases with increasing T, m, φc, cc, φs, cs, B, and h0, but increases with kv, Dc, and Pv. The significant impact and indeterminacy of soil properties suggest PF shall be reduced by selecting the controllable parameters (e.g., T and Dc). Larger B improves load diffusion, and increased h0 maximizes vertical effective stress. Large Dc delays confinement mobilization, potentially reducing the reinforcement effectiveness and increasing the failure risk.
{"title":"Seismic bearing capacity and fragility analysis of geogrid-encased stone column composite foundations","authors":"Xiaocong Cai , Ling Zhang , Zijian Yang , Jinpeng Tan , Shao Yue","doi":"10.1016/j.geotexmem.2025.09.003","DOIUrl":"10.1016/j.geotexmem.2025.09.003","url":null,"abstract":"<div><div>Geogrid-encased stone columns (GESCs) have shown notable potential in improving performance, thereby reducing the seismic failure probability (<em>P</em><sub><em>F</em></sub>) of soil. This research proposes a limit equilibrium-based formulation for predicting the ultimate seismic bearing capacity (<em>q</em><sub>u</sub>) of GESC composite foundations. Subsequently, a fragility analysis framework is developed based on the bearing capacity formula to quantify <em>P</em><sub><em>F</em></sub>. The fragility analysis incorporates machine learning to evaluate the influence of tensile strength (<em>T</em>), column diameter (<em>D</em><sub><em>c</em></sub>), column and soil strength parameters (<em>φ</em><sub>c</sub>, <em>c</em><sub>c</sub>, <em>φ</em><sub>s</sub>, and <em>c</em><sub>s</sub>), shear strength utilization ratio (<em>n</em>), area replacement ratio (<em>m</em>), vertical load demand (<em>P</em><sub>v</sub>), footing width (<em>B</em>), footing embedded depth (<em>h</em><sub>0</sub>), and seismic coefficients (<em>k</em><sub><em>h</em></sub> and <em>k</em><sub><em>v</em></sub>). Results demonstrate that encasement substantially enhances <em>q</em><sub><em>u</em></sub> and reduces earthquake-induced settlements. The fragility function demonstrates a critical behavioral transition at <em>n</em> ≈ 0.5. <em>P</em><sub><em>F</em></sub> decreases with increasing <em>T</em>, <em>m</em>, <em>φ</em><sub>c</sub>, <em>c</em><sub>c</sub>, <em>φ</em><sub>s</sub>, <em>c</em><sub>s</sub>, <em>B</em>, and <em>h</em><sub>0</sub>, but increases with <em>k</em><sub>v</sub>, <em>D</em><sub><em>c</em></sub>, and <em>P</em><sub>v</sub>. The significant impact and indeterminacy of soil properties suggest <em>P</em><sub><em>F</em></sub> shall be reduced by selecting the controllable parameters (e.g., <em>T</em> and <em>D</em><sub><em>c</em></sub>). Larger <em>B</em> improves load diffusion, and increased <em>h</em><sub>0</sub> maximizes vertical effective stress. Large <em>D</em><sub><em>c</em></sub> delays confinement mobilization, potentially reducing the reinforcement effectiveness and increasing the failure risk.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"54 1","pages":"Pages 99-114"},"PeriodicalIF":6.2,"publicationDate":"2025-10-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145324471","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 : 2025-10-15DOI: 10.1016/j.geotexmem.2025.10.001
Lin Tang , Kun Tu , Yi Cheng Hu , Wen Ming Shen , Yi Wang
The pore sizes of three woven silt-film geotextiles subjected to four groups of unequal biaxial tensile strains were examined via wet sieving tests. The strains in the weft direction of a geotextile for the four groups were the same (5 % and 10 %), with the weft strain to warp strain ratios set to 1, 2, 3, and 4, respectively. The variations of pore size distribution (PSD), O90 and O50 were analyzed. And the change of the pore shape, the thickness of geotextiles and the percentage of blocked mass in the specimens were also investigated. It is shown that for the same strain ratio, the values of O90 and O50 increase with increasing strain, and the rate of change of O90 in the 5 %–10 % weft strain range is larger than that in the 0 %–5 % range. The decrease of the thickness for geotextiles mainly occurs in the 0 %–5 % weft strain range, which may offset the enlargement of plane pores. The pores in a plane, the interstices in the thickness, and the variation of pore shape subjected to different strain ratios are found to impact the results of the wet sieving test.
{"title":"Pore size of woven slit-film geotextiles subjected to unequal biaxial tensile strains obtained from wet sieving tests","authors":"Lin Tang , Kun Tu , Yi Cheng Hu , Wen Ming Shen , Yi Wang","doi":"10.1016/j.geotexmem.2025.10.001","DOIUrl":"10.1016/j.geotexmem.2025.10.001","url":null,"abstract":"<div><div>The pore sizes of three woven silt-film geotextiles subjected to four groups of unequal biaxial tensile strains were examined via wet sieving tests. The strains in the weft direction of a geotextile for the four groups were the same (5 % and 10 %), with the weft strain to warp strain ratios set to 1, 2, 3, and 4, respectively. The variations of pore size distribution (PSD), <em>O</em><sub><em>90</em></sub> and <em>O</em><sub><em>50</em></sub> were analyzed. And the change of the pore shape, the thickness of geotextiles and the percentage of blocked mass in the specimens were also investigated. It is shown that for the same strain ratio, the values of <em>O</em><sub><em>90</em></sub> and <em>O</em><sub><em>50</em></sub> increase with increasing strain, and the rate of change of <em>O</em><sub><em>90</em></sub> in the 5 %–10 % weft strain range is larger than that in the 0 %–5 % range. The decrease of the thickness for geotextiles mainly occurs in the 0 %–5 % weft strain range, which may offset the enlargement of plane pores. The pores in a plane, the interstices in the thickness, and the variation of pore shape subjected to different strain ratios are found to impact the results of the wet sieving test.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"54 1","pages":"Pages 85-98"},"PeriodicalIF":6.2,"publicationDate":"2025-10-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145324472","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}
The construction of geosynthetic encased columns for embankment support involving the tube driving technique may induce vertical and horizontal stresses throughout the soft soil foundation and neighboring columns, which is often not accounted for in design. Investigating this unknown effect is a difficult task for which the use of the transparent soil method is a promising tool when combined with Digital Image Correlation (DIC) techniques. This study investigates the effect of GEC column installation on the deformation of the soft foundation soil. The specific focus is on how the driving process affects the lateral and vertical deformations of the surrounding soft soil, as well as the interaction with neighboring columns. Different column configurations, spacing, and installation sequences were investigated. After evaluation and quantification of the deformation patterns, a methodology is proposed to study the extent of displacements caused by the tube's driving. Results showed that an increase in the spacing between columns reduced the influence of the tube's driving. Interestingly, adopting the alternating GEC installation may lead to higher lateral displacements than the sequential installation process. Increasing the number of GECs from three to four elements further reduced the displacements magnitude in the region adjacent to the first column installed.
{"title":"Effect of the driving process for construction of geotextile-encased columns on the deformation of soft foundation soils","authors":"H.P. Souza , G.L.S. Araújo , J.G. Zornberg , F.H.M. Portelinha","doi":"10.1016/j.geotexmem.2025.09.006","DOIUrl":"10.1016/j.geotexmem.2025.09.006","url":null,"abstract":"<div><div>The construction of geosynthetic encased columns for embankment support involving the tube driving technique may induce vertical and horizontal stresses throughout the soft soil foundation and neighboring columns, which is often not accounted for in design. Investigating this unknown effect is a difficult task for which the use of the transparent soil method is a promising tool when combined with Digital Image Correlation (DIC) techniques. This study investigates the effect of GEC column installation on the deformation of the soft foundation soil. The specific focus is on how the driving process affects the lateral and vertical deformations of the surrounding soft soil, as well as the interaction with neighboring columns. Different column configurations, spacing, and installation sequences were investigated. After evaluation and quantification of the deformation patterns, a methodology is proposed to study the extent of displacements caused by the tube's driving. Results showed that an increase in the spacing between columns reduced the influence of the tube's driving. Interestingly, adopting the alternating GEC installation may lead to higher lateral displacements than the sequential installation process. Increasing the number of GECs from three to four elements further reduced the displacements magnitude in the region adjacent to the first column installed.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"54 1","pages":"Pages 67-84"},"PeriodicalIF":6.2,"publicationDate":"2025-10-11","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145267358","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 : 2025-10-01DOI: 10.1016/j.geotexmem.2025.09.005
Jaime Alberto Suárez Moreno , Gregório Luís Silva Araújo , Ennio Marques Palmeira , Nima Rostami Alkhorshid
This study evaluates the influence of column spacing on the mechanical behavior of geosynthetic-encased columns (GECs) installed in very soft clay under vertical surcharge loading. A large-scale physical model (1.6 m × 1.6 m × 1.2 m) was instrumented with settlement gauges, piezometers, and pressure cells to monitor performance. Column spacing varied between 2.0D and 3.5D (D = column diameter) to assess effects on settlement, excess pore pressure, stress distribution, and the lateral earth pressure coefficient (K). Smaller spacings led to reduced settlements, faster pore pressure dissipation, and more efficient stress transfer to the columns. In contrast, larger spacings resulted in higher excess pore pressures and reduced system effectiveness. The coefficient K varied with spacing and depth: higher K values were associated with smaller spacings and shallower depths due to increased lateral confinement and interaction among columns. Conversely, deeper measurements showed lower K values due to limited lateral deformation. Comparison between measured and predicted settlements and encasement forces demonstrated good agreement, validating existing analytical models. The findings highlight the critical role of column spacing in optimizing the performance of GEC-reinforced soft soils under surcharge loading.
本文研究了竖向附加荷载作用下，柱间距对极软黏土中土工合成包覆柱力学性能的影响。在大尺度物理模型（1.6 m × 1.6 m × 1.2 m）上安装沉降计、压力计和压力传感器来监测性能。柱间距在2.0D ~ 3.5D （D =柱径）范围内变化，评价其对沉降、超孔隙压力、应力分布和侧土压力系数(K)的影响。较小的间距减少了沉降，更快的孔隙压力消散，更有效地将应力传递到柱上。相反，更大的间距会导致更高的超孔隙压力，降低系统效率。系数K随间距和深度的变化而变化：由于柱间的侧向约束和相互作用增加，较高的K值与较小的间距和较浅的深度相关。相反，由于有限的侧向变形，较深的测量显示较低的K值。实测和预测的沉降和包围力之间的比较显示出良好的一致性，验证了现有的分析模型。研究结果强调了柱间距对优化加筋软土在附加荷载作用下的性能的关键作用。
{"title":"Influence of column spacing on geosynthetic-encased columns behavior in very soft clay","authors":"Jaime Alberto Suárez Moreno , Gregório Luís Silva Araújo , Ennio Marques Palmeira , Nima Rostami Alkhorshid","doi":"10.1016/j.geotexmem.2025.09.005","DOIUrl":"10.1016/j.geotexmem.2025.09.005","url":null,"abstract":"<div><div>This study evaluates the influence of column spacing on the mechanical behavior of geosynthetic-encased columns (GECs) installed in very soft clay under vertical surcharge loading. A large-scale physical model (1.6 m × 1.6 m × 1.2 m) was instrumented with settlement gauges, piezometers, and pressure cells to monitor performance. Column spacing varied between 2.0D and 3.5D (D = column diameter) to assess effects on settlement, excess pore pressure, stress distribution, and the lateral earth pressure coefficient (K). Smaller spacings led to reduced settlements, faster pore pressure dissipation, and more efficient stress transfer to the columns. In contrast, larger spacings resulted in higher excess pore pressures and reduced system effectiveness. The coefficient K varied with spacing and depth: higher K values were associated with smaller spacings and shallower depths due to increased lateral confinement and interaction among columns. Conversely, deeper measurements showed lower K values due to limited lateral deformation. Comparison between measured and predicted settlements and encasement forces demonstrated good agreement, validating existing analytical models. The findings highlight the critical role of column spacing in optimizing the performance of GEC-reinforced soft soils under surcharge loading.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":"54 1","pages":"Pages 50-66"},"PeriodicalIF":6.2,"publicationDate":"2025-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145220994","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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