Geotextiles and Geomembranes最新文献

Stress-strain responses of EPS geofoam upon cyclic simple shearing: Experimental investigations and constitutive modeling EPS 土工泡沫在循环简单剪切时的应力-应变响应：实验研究和构成模型

IF 4.7 1区工程技术

Geotextiles and Geomembranes Pub Date : 2024-10-31 DOI: 10.1016/j.geotexmem.2024.10.004

{"title":"Stress-strain responses of EPS geofoam upon cyclic simple shearing: Experimental investigations and constitutive modeling","authors":"","doi":"10.1016/j.geotexmem.2024.10.004","DOIUrl":"10.1016/j.geotexmem.2024.10.004","url":null,"abstract":"<div><div>This paper investigates the cyclic simple shearing behaviors of Expanded Polystyrene (EPS) geofoams considering influences of the shear strain amplitude (<em>γ</em><sub>a</sub>), number of shear cycles, shear rate, vertical stress (<em>σ</em><sub>n</sub>), and EPS density (<em>ρ</em><sub>EPS</sub>). The experimental results demonstrate that the cyclic shear stress (<em>τ</em>)-shear strain (<em>γ</em>) relationships of EPS are not sensitive to the shear rate. As the <em>γ</em> exceeds 2%, the EPS yields and its <em>τ</em>-<em>γ</em> relationships and backbone curve become nonlinear. There are linear relationships between the elastic modulus <em>E</em>, elastic shear modulus <em>G</em><sub>e</sub>, and plastic shear modulus <em>G</em><sub>p</sub>. They increase linearly with an increase in the <em>ρ</em><sub>EPS</sub>. The <em>G</em><sub>e</sub> and <em>G</em><sub>p</sub> are not sensitive to the <em>γ</em><sub>a</sub>. The cyclic shear stiffness <em>G</em> increases while the equivalent damping ratio <em>D</em> of EPS decreases with an increase in the <em>σ</em><sub>n</sub> and <em>ρ</em><sub>EPS</sub>. The <em>G</em> decreases while the <em>D</em> increases nonlinearly as the <em>γ</em><sub>a</sub> increases. Empirical models were developed to describe the variations of the <em>G</em><sub>e</sub>, <em>G</em><sub>p</sub>, <em>G</em>, and <em>D</em> with <em>σ</em><sub>n</sub>, <em>ρ</em><sub>EPS</sub>, and <em>γ</em><sub>a</sub>. A modified Hardin-Drnevich model was proposed to describe the backbone curves and <em>τ</em>-<em>γ</em> loops upon cyclic simple shearing, which has achieved good agreement with the experimental measurements and the testing results from the literature.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":null,"pages":null},"PeriodicalIF":4.7,"publicationDate":"2024-10-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142561518","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}

引用次数: 0

Seismic response and mitigation measures for T shape retaining wall in liquefiable site 可液化场地 T 型挡土墙的地震响应和缓解措施

IF 4.7 1区工程技术

Geotextiles and Geomembranes Pub Date : 2024-10-31 DOI: 10.1016/j.geotexmem.2024.10.003

{"title":"Seismic response and mitigation measures for T shape retaining wall in liquefiable site","authors":"","doi":"10.1016/j.geotexmem.2024.10.003","DOIUrl":"10.1016/j.geotexmem.2024.10.003","url":null,"abstract":"<div><div>Focusing on a T-shape cantilever retaining wall in a liquefiable site, a series of shaking table model tests were conducted to investigate the seismic stability characteristics of the wall when using EPS composite soil isolation piles (WEP), EPS composite soil isolation walls (WEW), and backfilled natural fine sand from Nanjing (WSS). The seismic response characteristics of the model ground soil and the retaining wall for the three models were comparatively analyzed regarding the acceleration, displacement, dynamic earth pressure and excess pore water pressure ratio. Moreover, the seismic performance of anti-liquefaction measures in the liquefiable ground with EPS composite isolation structures were discussed from the view of the phase characteristics and energy consumption. The results indicate that under the same peak ground acceleration, the excess pore water pressure in the WEP and WEW models is significantly lower than that in the WSS model. Different from WSS, WEP and WEW exhibit a segmented distribution with the buried depth in acceleration amplification factors. The embedding of isolation structures in liquefiable sites can reduce the wall sliding and rotational displacements by approximately 25%–50%. In addition, the out-of-phase characteristics of dynamic earth pressure increment are evidently different among WEP, WEW and WSS. There is an approximate 180° phase difference between the dynamic earth pressure behind the wall and the inertial force in the WEP and WEW models. EPS composite soil isolation structures show good energy dissipation characteristics, and especially the isolation wall is better than isolation pile. The displacement index of WSS retaining wall is significantly larger than that of WEW and WEP, indicating that EPS composite isolation piles and wall play an important role in the mitigating damage to the retaining wall. This study can provide references for the application of isolation structures in the liquefiable ground soil regarding the seismic stability.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":null,"pages":null},"PeriodicalIF":4.7,"publicationDate":"2024-10-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142552872","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}

引用次数: 0

A large-size model test study on the consolidation effect of construction waste slurry under self-weight and bottom vacuum preloading 自重和底部真空预压下建筑垃圾泥浆固结效果的大尺寸模型试验研究

IF 4.7 1区工程技术

Geotextiles and Geomembranes Pub Date : 2024-10-18 DOI: 10.1016/j.geotexmem.2024.10.002

{"title":"A large-size model test study on the consolidation effect of construction waste slurry under self-weight and bottom vacuum preloading","authors":"","doi":"10.1016/j.geotexmem.2024.10.002","DOIUrl":"10.1016/j.geotexmem.2024.10.002","url":null,"abstract":"<div><div>Bottom vacuum preloading (BVP) is the method of applying vacuum pressure at the bottom zone of soils to generate pore-water pressure difference between the top and bottom boundaries, thereby achieving the consolidation drainage. This study conducted a large-size model test to explore the engineering feasibility of combining self-weight and BVP to treat construction waste slurry (CWS). Through the treatment of the measures of self-weight consolidation (0–26 d) and BVP with a water cover (26–78 d), the average water content of CWS declined from 255.6% to 115.9%, and the volume reduction ratio reached 0.476. However, since these two measures could properly treat only the bottom CWS, the measures of BVP with the mud cover (78–141 d) and the natural air-drying (141–434 d) were performed to further decrease the CWS water content near the upper zone. The latter two-stage measures reduced the average water content of CWS to 84.9% and increased the volume reduction ratio to 0.581. Moreover, the measurements suggested that the treated CWS largely exhibited a shear strength of 10 kPa or more. Overall, the proposed approach appeared some engineering feasibility to treat CWS, and the performed test study could act as a reference for the practical treatment of CWS.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":null,"pages":null},"PeriodicalIF":4.7,"publicationDate":"2024-10-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142534110","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}

引用次数: 0

Observations from opening of a novel geotextile tube connection in field test site 新型土工织物管连接件在现场试验中的观察结果

IF 4.7 1区工程技术

Geotextiles and Geomembranes Pub Date : 2024-10-09 DOI: 10.1016/j.geotexmem.2024.10.001

引用次数: 0

Liquefaction and reliquefaction mitigation of sand specimen treated with prefabricated vertical drains: An experimental investigation 用预制垂直排水沟处理砂试样的液化和再液化缓解：实验研究

IF 4.7 1区工程技术

Geotextiles and Geomembranes Pub Date : 2024-10-08 DOI: 10.1016/j.geotexmem.2024.09.018

{"title":"Liquefaction and reliquefaction mitigation of sand specimen treated with prefabricated vertical drains: An experimental investigation","authors":"","doi":"10.1016/j.geotexmem.2024.09.018","DOIUrl":"10.1016/j.geotexmem.2024.09.018","url":null,"abstract":"<div><div>This study examines the performance of prefabricated vertical drains (PVD) against liquefaction and reliquefaction. A series of 102 shakings were performed using 1<em>g</em> shaking table apparatus on untreated and treated sand specimens prepared with 25% relative density. Sinusoidal waveform experimented with three different repeated shaking patterns and independent events for two different frequencies (2 Hz and 3.5 Hz) with 1-min duration. Two different installation methods; drainage alone method (PVD-D) and drainage along with densification (PVD-DD) were experimented. Durability of PVD were examined from geotextile tensile testing apparatus and digital image correlation. These experiments demonstrated excellent durability characteristics of PVD filter even after exposed to repeated shakings. Treated specimens improved the resistance to reliquefaction due to radial drainage offered by PVD which has retarded the excess pore pressure (EPP) generation. In addition, densification induced during the installation of PVD also contributed for restricting EPP, however, the induced sand densification achieved during repeated shaking events were not responsible for increased resistance against liquefaction/reliquefaction. Results indicate that the maximum pore pressure ratio in treated specimens were restricted within threshold design limit (≤0.60) for most of the events, even when the untreated specimens completely liquefied or generated a maximum value near unity.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":null,"pages":null},"PeriodicalIF":4.7,"publicationDate":"2024-10-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142428029","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}

引用次数: 0

Effect of backfilling surface settlement trough on waste cover leakage 回填表面沉降槽对垃圾覆盖层渗漏的影响

IF 4.7 1区工程技术

Geotextiles and Geomembranes Pub Date : 2024-10-05 DOI: 10.1016/j.geotexmem.2024.09.010

{"title":"Effect of backfilling surface settlement trough on waste cover leakage","authors":"","doi":"10.1016/j.geotexmem.2024.09.010","DOIUrl":"10.1016/j.geotexmem.2024.09.010","url":null,"abstract":"<div><div>The effect of backfilling of a surface differential settlement trough to reduce leakage is explored both experimentally and numerically. The field experiment examined two lined sections each with an 11 mm-diameter hole in the liner on a nominally 4 horizontal:1 vertical slope. A 2 m by 3 m, 0.3 m deep depression was filled with a 50-50 sand-snow mixture in winter to give a continuous 4H:1V slope prior to covering with the liner and 0.3 m of cover soil. Spring thaw induced a differential settlement trough up to 0.14 m deep. A second section with a similar trough was backfilled with cover soil to reinstate the 4H:1V surface while the settlement depression in the liner remained. Over the 15 months of monitoring, the backfilling reduced leakage by 57% from a annual total of 565 L to 244 L (i.e., a 60% reduction in colder seasons, from 351.3 L to 137.8 L together with a 45% reduction in warmer seasons, from 141.8 L to 77.6 L). A 3D numerical model showed encouraging agreement with the experimental results. The model indicated an inverse relationship between leakage and slope gradient, and a direct relationship between leakage and depression depth and upgradient distance to the depression. The effect of cover hydraulic conductivity was complex.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":null,"pages":null},"PeriodicalIF":4.7,"publicationDate":"2024-10-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142428028","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}

引用次数: 0

Modified approach for predicting seismic-induced deformation of landfills considering strength parameters of GMB-GCL interface within the liner system 考虑衬垫系统内 GMB-GCL 界面强度参数的垃圾填埋场地震诱发变形预测修正方法

IF 4.7 1区工程技术

Geotextiles and Geomembranes Pub Date : 2024-10-04 DOI: 10.1016/j.geotexmem.2024.09.016

{"title":"Modified approach for predicting seismic-induced deformation of landfills considering strength parameters of GMB-GCL interface within the liner system","authors":"","doi":"10.1016/j.geotexmem.2024.09.016","DOIUrl":"10.1016/j.geotexmem.2024.09.016","url":null,"abstract":"<div><div>This study presents an innovative methodology for predicting seismic-induced sliding displacement, a key determinant in evaluating the seismic stability of landfills. The novelty of this research lies in the incorporation of the softening characteristics of the geosynthetic interface within the liner system, a factor that has been largely overlooked in previous studies. A dynamic stability analysis was performed on a landfill using the ABAQUS software, with an emphasis on the impact of coupled parameters, particularly the strength of the interface. The results highlight PGA (Peak Ground Acceleration), PGV (Peak Ground Velocity), I<sub>a</sub> (Arias Intensity), and residual interface shear strength (μ) as effective predictors. The study further identifies the combination of PGA and μ as the optimal parameter pairing for predicting the seismic permanent deformation of the landfill. A multi-dimensional data regression approach was employed to propose a calculation formula for seismic permanent deformation, taking into account liner damage. To enhance the seismic design methodology for landfills, the probability density function was integrated into the study. This innovative approach provides a new perspective on seismic stability assessment in landfill engineering and designs.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":null,"pages":null},"PeriodicalIF":4.7,"publicationDate":"2024-10-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142428026","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}

引用次数: 0

Performance of unreinforced and geogrid-reinforced pile-supported embankments under localized surface loading: Analytical investigation 局部地表荷载下无加固和土工格栅加固桩支撑路堤的性能：分析研究

IF 4.7 1区工程技术

Geotextiles and Geomembranes Pub Date : 2024-10-04 DOI: 10.1016/j.geotexmem.2024.09.017

{"title":"Performance of unreinforced and geogrid-reinforced pile-supported embankments under localized surface loading: Analytical investigation","authors":"","doi":"10.1016/j.geotexmem.2024.09.017","DOIUrl":"10.1016/j.geotexmem.2024.09.017","url":null,"abstract":"<div><div>An analytical solution is proposed to identify the performance of unreinforced and geogrid-reinforcement pile-supported embankments under localized surface loading at working stress conditions based on the total efficacy and efficacy induced by soil arching alone, average strain of geogrid reinforcement, and average settlement of subsoil. This solution considered interactively soil arching within the embankment fill, the load-deflection behavior of geogrid reinforcement (if existed), and subsoil settlement. Specifically, the soil arching consisted of a structural arch with different stress states (evaluated by the elastoplastic state coefficient <em>K</em>) and a frictional arch. The load-deflection behavior of geogrid reinforcement was modeled by a membrane, with due consideration of the skin friction between the geogrid and soil. The subsoil was idealized as a one-dimensional compression model. The effectiveness of the proposed solution was verified by comparisons with results from the collected literature. It is shown that geogrid reinforcement improved the performance of embankments with low subsoil stiffness significantly more than that of those with high stiffness subsoil. A high tensile stiffness geogrid was found to be inefficient because its contribution to reducing the subsoil settlement and enhancing the load transfer efficacy was minimal. This paper provides a significant reference for optimizing these embankment design.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":null,"pages":null},"PeriodicalIF":4.7,"publicationDate":"2024-10-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142428027","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}

引用次数: 0

A 9-year study of the degradation of a HDPE geomembrane liner used in different high pH mining applications 对高密度聚乙烯（HDPE）土工膜衬垫在不同高 pH 值采矿应用中的降解情况进行为期 9 年的研究

IF 4.7 1区工程技术

Geotextiles and Geomembranes Pub Date : 2024-10-02 DOI: 10.1016/j.geotexmem.2024.09.012

{"title":"A 9-year study of the degradation of a HDPE geomembrane liner used in different high pH mining applications","authors":"","doi":"10.1016/j.geotexmem.2024.09.012","DOIUrl":"10.1016/j.geotexmem.2024.09.012","url":null,"abstract":"<div><div>The degradation of a HDPE geomembrane in heap leaching environments is evaluated using immersion tests at five temperatures. The incubation solutions had a pH of 9.5, 11.5, and 13.5, relevant to gold and silver pregnant liquor solutions. After 9.3 years, the geomembrane's mechanical properties had reached nominal failure at 95, 85, and 75 °C in all three solutions. It is shown that the pH 13.5 solution had the greatest effect on the antioxidant depletion (Stage I) and polymer degradation (Stage III), but was the least aggressive to initiate the degradation (Stage II) compared to the pH 11.5 and 9.5 solutions. Overall, the time to nominal failure (time to 50% of the initial or specified property value) in pH 13.5 was slightly shorter than the pH 9.5 and 11.5 solutions. Based purely on immsersion tests, the time to nominal failure of this specific geeomembrane at 30<sup>o</sup>C is predicted to be 150 years in the pH 9.5 and 11.5 solutions, and 140 years in the pH 13.5 solution. Assuming a good liner design that limits the tensile strains in the GMB, nominal failure in a composite liner configuration is predicted to exceed 260 years at 30 °C and the expected value could exceed 1000 years at 10 °C.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":null,"pages":null},"PeriodicalIF":4.7,"publicationDate":"2024-10-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142428025","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}

引用次数: 0

DEM investigation on mechanical behavior of geogrid-sand interface subjected to cyclic direct shear 土工格栅-砂界面在循环直接剪切作用下的力学行为 DEM 研究

IF 4.7 1区工程技术

Geotextiles and Geomembranes Pub Date : 2024-10-01 DOI: 10.1016/j.geotexmem.2024.09.014

{"title":"DEM investigation on mechanical behavior of geogrid-sand interface subjected to cyclic direct shear","authors":"","doi":"10.1016/j.geotexmem.2024.09.014","DOIUrl":"10.1016/j.geotexmem.2024.09.014","url":null,"abstract":"<div><div>The cyclic properties of geosynthetic soil interface are crucial for reinforced soil structures subject to seismic loading. To investigate the mechanical geogrid-sand interface behavior under cyclic shear conditions, a series of numerical simulation cyclic shear tests were conducted using the discrete element method. The results revealed with increasing of shear cycles, dense sand sample gradually shrunk, exhibiting obvious softening characteristics. The vertical displacement of the sample under simulated 10 cyclic shear increases by 0.27 mm, which is 0.41 mm lower than that under 1 cyclic shear. Meanwhile, obvious dilation was observed in the shear band. As the number of cyclic shear increases, the region where the particle rotation occurs does not change significantly, ranging from 75 mm to 125 mm. Higher sample density made it more difficult for particles at geogrid-sand interface to rotate. Under the same number of cycles, denser samples had narrower shear bands, smaller shear strain shifts, and larger shear stiffness. The sand size is 0.5 mm, and the particle displacement concentrated in the 3 mm shear zone. After the completion of cyclic shear, dense sand had little effect on the porosity of the unreinforced sand affected zone, and the porosity after cyclic cycle was close to the initial porosity.</div></div>","PeriodicalId":55096,"journal":{"name":"Geotextiles and Geomembranes","volume":null,"pages":null},"PeriodicalIF":4.7,"publicationDate":"2024-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142428024","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}

引用次数: 0