Soils and Foundations最新文献

{"title":"Pollutant transport and performance evaluation in defective composite cutoff walls: centrifuge test and numerical simulation","authors":"Bo Huang,&nbsp;Lin-Feng Cao,&nbsp;Yu-Chao Li","doi":"10.1016/j.sandf.2025.101618","DOIUrl":"10.1016/j.sandf.2025.101618","url":null,"abstract":"<div><div>The composite geomembrane-soil-bentonite (CGSB) cutoff wall is one of the most effective barriers to prevent pollutant transport in groundwater. However, geomembranes may have defects during construction, significantly increasing the risk of pollutant leakage. Currently, little is known about pollutant transport at the interface between defective geomembranes and soil-bentonite (SB) cutoff walls. This paper presents the results from centrifuge experiments modelling pollutants transport within a defective CGSB wall to investigate interface transport behavior and its performance. Additionally, a parallel test on the SB wall is performed simultaneously to evaluate the enhancement effect of a defective geomembrane on the performance of SB walls. The results show that although the proportion of defect areas on the geomembrane is minimal, the lateral fluid flow at the interface significantly increases both the leakage and pollution area of the CGSB wall. The breakthrough points of pollutants in the SB and CGSB walls differ, with one occurring in the shallow part of the wall and the other at the center of the geomembrane defect. Numerical simulations are conducted at the centrifuge model scale, and the calculated results are consistent with the experiments. Simulation results suggest that although the CGSB wall with geomembrane defects does not significantly prolong breakthrough time compared to the SB wall, it markedly reduces pollutant flux.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 3","pages":"Article 101618"},"PeriodicalIF":3.3,"publicationDate":"2025-04-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143829064","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Analytical evaluation of heavy metal desorption process from contaminated soil under chelator leaching","authors":"Yan Wang ,&nbsp;Peng Zhu ,&nbsp;Jian Zheng ,&nbsp;Guan-Nian Chen ,&nbsp;Xin-Xin Li ,&nbsp;Wan-Lu Zhang","doi":"10.1016/j.sandf.2025.101619","DOIUrl":"10.1016/j.sandf.2025.101619","url":null,"abstract":"<div><div>Analytical solutions elucidating the desorption process of soil flushing aided with chelating agent were established based on advection-domination assumption. The proposed analytical models are feasible for the simulation of eluent leaching tests, which is validated by the numerical analyses as well as column leaching tests of heavy metal contaminated silty soil using ethylenediaminetetraacetic acid disodium salt (EDTA-2Na) chelating agents. Based on the fittings using the proposed model, the desorption mode of heavy metals aided by EDTA-2Na in the column flushing tests more accords with the pseudo-first-order model comparing to the pseudo-second-order model. The desorption rates calibrated from the column tests are 3∼10 times slower than those from batch tests while the equilibrium desorption ratios are consistent. Limited reaction space and insufficient contacting of chelating agents are supposed to be the major cause of this phenomenon. The proposed analytical model aids deeper understanding for the soil flushing assisted with chelating agents, and can help to provide theoretical basis for soil flushing remediations.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 3","pages":"Article 101619"},"PeriodicalIF":3.3,"publicationDate":"2025-04-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143823232","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Torsional dynamic response of a floating pile in radially inhomogeneous saturated soils","authors":"Hiep Toan Luong ,&nbsp;Hien Manh Nghiem","doi":"10.1016/j.sandf.2025.101621","DOIUrl":"10.1016/j.sandf.2025.101621","url":null,"abstract":"<div><div>The pile construction process may disturb the soil adjacent to the pile shaft that significantly influences the torsional dynamic response of the floating pile. To consider this problem, the disturbed soil is divided into series of annular zones and a varying-parameter dimensionless function represents the tangential displacement in the radial direction is proposed. The energy principles and variational approach are employed to establish the governing equations of the pile-soil system subjected to dynamic torque applied at the pile head in the frequency domain. The proposed method has the capability to consider the radially inhomogeneous soil as well as the soil behavior beneath the pile base and the vertical shear strain that were ignored or not fully accounted in the existing solutions. The accuracy of this approach is also verified through comparisons of analysis results with those of established analytical solutions. Parametric studies are also performed to investigate the influence of the soil properties and the excitation frequencies on the pile head dynamic stiffness and damping of the pile-soil system.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 3","pages":"Article 101621"},"PeriodicalIF":3.3,"publicationDate":"2025-04-11","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143817075","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Influence of diatom-amorphous silica on strength and durability of steel slag and cement-treated clays","authors":"Joyce Nakayenga ,&nbsp;Nozomi Omaki ,&nbsp;Daehyun Kim ,&nbsp;Toshiro Hata","doi":"10.1016/j.sandf.2025.101613","DOIUrl":"10.1016/j.sandf.2025.101613","url":null,"abstract":"<div><div>Steel slag, a by-product of steel making, is increasingly used in geotechnical construction due to its reactivity with silica and alumina in clays. Volcanic and diatom silica have various effects on the strength development of steel slag. As the effects of amorphous silica and the diatom density on the unconfined compressive strength (UCS) and seawater durability of steel slag-treated clays have not been established, this study addressed them. The relationship was confirmed using six steel slag-treated clay samples, air-dried at 20 °C for 28 and 56 days, and three cement- or steel slag-treated clay samples, exposed to seawater for 0, 28, and 90 days. The amorphous silica showed a weak correlation with the UCS, while the diatom density showed a strong relationship with it. No correlation at all was found between the diatom density and the loss on ignition, implicating cyanobacteria as the potential cause of the UCS reduction. Further research is needed to investigate the long-term effects of seawater exposure on the durability of both cement-treated and steel slag-treated clays, given that a correlation has been found between a decrease in UCS with a lower diatom density in cement-treated clays, but not in steel slag-treated clays.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 3","pages":"Article 101613"},"PeriodicalIF":3.3,"publicationDate":"2025-04-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143792304","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Seismic behaviour of shallow cut-and-cover tunnels","authors":"Zhengyao He,&nbsp;Nicolas G.L.H. Lee,&nbsp;S.P. Gopal Madabhushi","doi":"10.1016/j.sandf.2025.101612","DOIUrl":"10.1016/j.sandf.2025.101612","url":null,"abstract":"<div><div>With increased demand for urban space, there is a growing propensity to move urban lifeline systems such as Metro systems and utilities to shallow, cut-and-cover tunnels. The seismic behaviour of such rectangular tunnels is important as these systems need to remain operational in the period after the earthquake for emergency rescue &amp; recovery operations. In this paper, the main focus will be on determining the seismic response of shallow, rectangular tunnels that are buried in loose dry or saturated sand layers, and clay layers with different undrained shear strengths. The results from four centrifuge testing campaigns will be presented. The dynamic responses of the tunnel and soil will be compared to the input motion. The tunnel movements and soil deformations during seismic loading were obtained using high-resolution, high-speed imaging in combination with GeoPIV-RG software. Finally, conclusions will be drawn on the effects of the soil strata through which the tunnel passes, based on these centrifuge data that simulate the most critical geological conditions.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 3","pages":"Article 101612"},"PeriodicalIF":3.3,"publicationDate":"2025-04-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143786031","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Dynamic modulus and damping ratio of organic-matter-disseminated sand under cyclic triaxial condition","authors":"Juan Du ,&nbsp;Xingfei Jiang ,&nbsp;Bingyang Liu ,&nbsp;Tao Li ,&nbsp;Ningjun Jiang","doi":"10.1016/j.sandf.2025.101616","DOIUrl":"10.1016/j.sandf.2025.101616","url":null,"abstract":"<div><div>In Hainan Province, China, the unique geographical location presents significant challenges to the safety of coastal infrastructure due to complex dynamic loads such as waves, sea breeze and earthquake. A type of organic matter-rich and poorly graded organic-matter-disseminated sand (OMDS) is commonly found in this region. The existence of OMDS can reduce the bearing capacity of composite foundation and may even lead to structural failure. Currently, there is insufficient understanding regarding this type of sand. This article characterizes the dynamic parameters of OMDS through dynamic elastic modulus (<em>E</em>_d) and damping ratio (<em>λ</em>). A series of undrained cyclic triaxial shear tests were carried out on OMDS specimens with varying compaction energy, initial confining pressure and consolidation ratios. Based on these experiments, a modified Hardin-Drnevich model is presented to explain the dynamic constitutive relation. Furthermore, the impacts of compaction energy, initial confining pressure, and consolidation ratio on skeleton curve, <em>E</em>_d, normalized dynamic elastic modulus (<em>E</em>_d/<em>E</em>_dmax) and <em>λ</em> are systematically discussed. The results show that dynamic axial stress (<em>σ</em>_d), <em>E</em>_d, <em>E</em>_d/<em>E</em>_dmax and <em>λ</em> are all proportional to the compaction energy; lower compaction energy results in earlier stiffness deterioration. As confining pressure increases, <em>σ</em>_d and <em>E</em>_d rise, while <em>λ</em> decreases, with <em>E</em>_d /<em>E</em>_dmax being less affected. Finally, empirical models with respect of the varied parameters are proposed to estimate the maximum dynamic elastic modulus (<em>E</em>_dmax) and maximum damping ratio (<em>λ</em> _max), yielding relatively accurate estimation results. This study provides new insights into the dynamic properties of bay facies sand enriched with organic matter, which may facilitate the design and application of this type of sand in coastal projects.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 3","pages":"Article 101616"},"PeriodicalIF":3.3,"publicationDate":"2025-04-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143768190","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Experimental study for modeling the unloading swelling behavior of Ariake clay","authors":"Zheng Fan ,&nbsp;Yoichi Watabe","doi":"10.1016/j.sandf.2025.101594","DOIUrl":"10.1016/j.sandf.2025.101594","url":null,"abstract":"<div><div>Due to economic and demographic growth, there is a rising demand for land reclamation in coastal cities of East and Southeast Asia. Marine clays typically play a critical role in these projects, and the deformation characteristics of marine clays become a crucial problem in terms of the quality of the subsoil conditions. The long-term loading behavior of marine clays has been studied by many researchers. However, relatively few studies have been done on the unloading behavior of these clays after preloading; and thus, the strain rate dependency on the unloading behavior of marine clays remains unclear. The aim of this study was to accumulate experimental data on the unloading behavior of marine clays and to develop a strain rate-based model for improving the accuracy of the predictions of the swelling behavior of marine clays during unloading. The authors conducted a series of constant rate of strain (CRS) consolidation tests from loading to unloading, and long-term unloading oedometer tests on Ariake clay, which is a well-known sensitive marine clay, to observe the swelling behavior during in unloading. The preloading time, corresponding to different strain rates at the end of preloading, was controlled to elucidate the effect of the stress history. Moreover, instead of parameter <em>σ′</em>_p (preconsolidation pressure) for the normal consolidation visco-plastic behavior, the authors developed and proposed a new visco-plastic model by introducing the concept of a plastic rebound boundary and a new parameter <em>R</em> for swelling behavior during unloading. Parameter <em>R</em> represents the normalized distance from the current stress state to the plastic rebound boundary in logarithmic effective consolidation stress. Therefore, the visco-plastic model for the behavior in the loading stage was developed into the swelling visco-plastic behavior in the unloading stage for Ariake clay. Comparing the simulation and test results, the simplified visco-plastic swelling model was found to agree well with the test results.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 3","pages":"Article 101594"},"PeriodicalIF":3.3,"publicationDate":"2025-03-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143686649","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Ground water lowering at Minami-Kurihashi in Kuki City, Japan as countermeasure against liquefaction","authors":"Junichi Koseki ,&nbsp;Kazue Wakamatsu ,&nbsp;Katsuya Matsushita ,&nbsp;Tomoaki Yahaba","doi":"10.1016/j.sandf.2025.101597","DOIUrl":"10.1016/j.sandf.2025.101597","url":null,"abstract":"<div><div>Extensive liquefaction took place in Minami-Kurihashi, Kuki City, Saitama, Japan during the 2011 Off the Pacific Coast of Tohoku Earthquake, which induced damage to houses and infrastructures. Based on the results of a detailed geotechnical investigation, the ground water lowering method has been adopted and executed as a countermeasure against liquefaction. This report summarizes how this countermeasure could be implemented, including the results from field monitoring and relevant analyses of the local ground water level and surface settlement that were conducted during and after the ground water lowering. By newly installing a network of drainage ditches, cut-off sheet pile walls, and operating manhole pumps, it was possible to lower the ground water level in order to prevent/reduce future liquefaction damage. In the non-execution areas outside the cut-off walls, the ground water level was not affected by this operation. As of the end of the monitoring period, the measured maximum settlement and tilting ratio were 36 mm and 1.03/1000, respectively. All the monitoring data satisfied the pre-assigned control limits of 40 mm and 2/1000, respectively. In order to numerically simulate the monitored behavior, modification of the compression index and coefficient of permeability was required. Based on the results of a long-term behavior analysis using the modified parameters, the final settlement and tilting ratio were predicted to be, at maximum, 54 mm and 1.50/1000, respectively. The latter value satisfied the pre-assigned threshold limit of 3/1000.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 3","pages":"Article 101597"},"PeriodicalIF":3.3,"publicationDate":"2025-03-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143644395","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Particle crushing and critical state surface of porous granular materials derived from artificial pumice","authors":"Itsuki Sato ,&nbsp;Reiko Kuwano ,&nbsp;Masahide Otsubo","doi":"10.1016/j.sandf.2025.101590","DOIUrl":"10.1016/j.sandf.2025.101590","url":null,"abstract":"<div><div>Crushable porous soils, such as volcanic pumice, are distributed worldwide and cause a variety of engineering problems, such as slope hazards. The mechanical properties of these soils are complicated by their high compressibility due to voids in the particles themselves and changes in the soil gradation due to particle crushing. They are usually classified as problematic soils and discussed separately from ordinary granular soils, and their behaviour is not systematically understood. In this study, isotropic and triaxial compression tests were conducted on artificial pumice in order to determine the relationship between the mechanical properties and the particle crushing of crushable porous granular materials. The results showed that the mechanical behaviour of artificial pumice, representative of such materials, can be explained using a particle crushing index, which is related to the degree of efficient packing. Furthermore, a new critical state surface equation was proposed. It is applicable to crushable porous granular materials and shows the potential for expressing the critical state or isotropic consolidation state of such materials as a single surface in a three-dimensional space consisting of three axes: the stress − void ratio − crushing index. The validity of this new equation was confirmed by applying it to natural pumice from previous research.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 3","pages":"Article 101590"},"PeriodicalIF":3.3,"publicationDate":"2025-03-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143609227","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Field test study on uplift bearing characteristics of rock socketed piles in sandstone stratum","authors":"Yang Bai ,&nbsp;Qin Chao ,&nbsp;Yang Yuan-hao ,&nbsp;Cheng Feng ,&nbsp;Zhao Shan-shan","doi":"10.1016/j.sandf.2025.101598","DOIUrl":"10.1016/j.sandf.2025.101598","url":null,"abstract":"<div><div>Based on the field ultimate load test, the uplift bearing characteristics of reinforced cement concrete (RCC) bored piles in clay and sandstone strata were analyzed, and semi empirical methods for calculating the ultimate uplift capacity of rock socketed pile were proposed. This method was compared with the design codes of pile foundations in China and Europe, and its reliability was verified by engineering case analysis. The results show that the relationship curves between pile top displacement and uplift load are of steep deformation type. In the field test, the ultimate uplift capacity increases with the increase of rock socketed depth or pile diameter. The failure mode of uplift pile is the relative sliding failure of pile body and surrounding rock and soil. In this technical report, the relationship between ultimate side resistance <span><math><mrow><msub><mi>f</mi><mi>r</mi></msub></mrow></math></span> and unconfined compressive strength <span><math><mrow><msub><mi>σ</mi><mi>c</mi></msub></mrow></math></span> of sandstone is proposed,<span><math><mrow><msub><mi>f</mi><mi>r</mi></msub><mo>=</mo><mn>0.18</mn><msubsup><mi>σ</mi><mi>c</mi><mrow><mn>0.5</mn></mrow></msubsup></mrow></math></span> (MPa). And the calculation method of ultimate uplift capacity of the pile in clay and sandstone strata is proposed. The calculated results are in good agreement with the test results, with an error of −11.4 % to 9.5 %, which is smaller than that of the design codes of pile foundations in China and Europe. This calculated method has a certain reference for the design of uplift piles in similar strata.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 3","pages":"Article 101598"},"PeriodicalIF":3.3,"publicationDate":"2025-03-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143609228","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}