Soils and Foundations最新文献

{"title":"Polyacrylamide improves the strength of peat soil while reducing cement consumption: An experimental and machine learning investigation","authors":"Yangshou Yu ,&nbsp;Zhiliang Wang ,&nbsp;Miao Li ,&nbsp;Lei Lang ,&nbsp;Linfang Shen ,&nbsp;Yang Yu","doi":"10.1016/j.sandf.2026.101745","DOIUrl":"10.1016/j.sandf.2026.101745","url":null,"abstract":"<div><div>Peat soil presents poor geotechnical properties, posing significant risks to structural stability when used as a foundation material. This study investigates the potential of polyacrylamide (PAM) as an adhesive additive to enhance the strength of peat soil stabilized with cement and sand. Unconfined compressive strength (UCS) tests were conducted to evaluate PAM’s effectiveness, complemented by microscopic analyses to explore underlying improvement mechanisms. Results show that PAM significantly increases soil strength, with higher PAM content yielding greater gains. Specifically, adding 10 % PAM boosts the UCS of untreated peat soil by up to 2.5 times and improves the strength of peat soil treated with 30 % cement and 30 % sand by 174.1 kPa. PAM also reduces soil permeability without exhibiting ecotoxicity. Microscopic observations reveal that PAM forms cross-linked gel networks that bind soil particles into large aggregates. 10 % PAM decreases the specific surface area, pore volume, and average pore size by 32.6 %, 42.2 %, and 21.4 %, respectively. Importantly, PAM does not alter the chemical composition of the stabilized soil and remains stable over time. Finally, a gene expression programming (GEP) algorithm was used to develop a predictive mathematical model for UCS, achieving a coefficient of determination (<em>R</em>²) above 0.97. An analysis of cement consumption using this model indicates that incorporating 10 % PAM can reduce cement consumption by 26.1 % to achieve a target strength of 300 kPa, compared with using only cement and sand. These findings demonstrate that PAM is an effective and environmentally beneficial stabilizer for peat soil.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101745"},"PeriodicalIF":3.3,"publicationDate":"2026-01-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146038799","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":"Cross-model feature-importance analysis of soil properties for predicting optimum moisture content and maximum dry unit weight of fine-grained soils","authors":"Harish Paneru,&nbsp;Netra Prakash Bhandary","doi":"10.1016/j.sandf.2025.101728","DOIUrl":"10.1016/j.sandf.2025.101728","url":null,"abstract":"<div><div>This study evaluates the influence of routine soil index properties on the prediction of optimum moisture content (w_opt) and maximum dry unit weight (γ_dmax), which are the primary outcomes of the Proctor compaction test, using machine learning (ML) methods. A curated database of fine-grained soils (n = 465, drawn from 15 sources) included gravel content (GC), sand content (SC), fines content (FC), liquid limit (LL), plastic limit (PL), plasticity index (PI), specific gravity (Gs), w_opt, and γ_dmax. After correlation-based feature filtering, three models were developed: Generalized Additive Model (GAM), Random Forest (RF), and Extreme Gradient Boosting (XGBoost). The training used nested cross-validation with Bayesian optimization, corresponding to an overall 80–20 train-test split. The model performance was evaluated using R², RMSE, MAE, MAPE, r, and the overfitting ratio calculated for the test set. For w_opt, the best GAM model achieved R² = 0.84 and RMSE = 2.16%, outperforming RF and XGBoost. For γ_dmax, the best GAM and XGBoost models reached R² = 0.79 and RMSE = 0.76 kN/m³, respectively. SHapley Additive exPlanations (SHAP), model-based importance scores, and single ablation analyses consistently identified LL and PL as the most influential predictors, and FC provided secondary contributions, while GC and Gs added little once LL and PL had been included. Moreover, paired-feature ablation confirmed the joint influence of LL and PL on the prediction. Overall, all three models predicted compaction parameters with good accuracy; however, GAM models achieved comparable or better predictive metric values than the ensembles (RF and XGBoost) while offering interpretability through plots linking soil indices with the predicted outcomes. This balance of accuracy and interpretability supports GAM as the preferred model for prediction modeling.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101728"},"PeriodicalIF":3.3,"publicationDate":"2026-01-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146038797","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":"Enhanced diesel removal from contaminated soil: A coupled approach of negative-pressure extraction and subzero-temperature-induced migration","authors":"Liyu Yi ,&nbsp;Jielong Rao ,&nbsp;Yong Wan ,&nbsp;Yaoqiang Chen ,&nbsp;Zhixiang Chen","doi":"10.1016/j.sandf.2026.101742","DOIUrl":"10.1016/j.sandf.2026.101742","url":null,"abstract":"<div><div>To reduce the energy demand of conventional high-temperature thermal desorption and related technologies for remediating organic-contaminated soils, and to elucidate the evolution of liquid-phase contaminants in soils subjected to coupled temperature–pressure fields, this study develops a remediation process that couples negative-pressure extraction with subzero-temperature-induced migration of diesel in porous media. The method exploits the depression of liquid boiling points under reduced pressure and the acceleration of fluid transport driven by temperature gradients in porous media. Saturated diesel-contaminated soils with different initial dry densities (<em>ρ</em>_d) were treated under low-temperature negative-pressure conditions, and diesel removal tests were conducted. The results show that, for all <em>ρ</em>_d considered, the removal efficiency exhibits a characteristic three-stage temporal evolution. Under subzero temperature and negative pressure, the residual diesel mass fraction in the samples stabilizes at approximately 10–12%, approaching the residual liquid content of the soil and indicating that late-stage removal is controlled by high-boiling fractions and strong sorption. Post-test energy-dispersive X-ray spectroscopy further confirms that the carbon content in the soil decreases from about 35% to 13%, demonstrating a substantial reduction in organic contamination. Overall, the proposed approach achieves stepwise, high-efficiency removal of high-boiling organic pollutants at moderate to low energy input, and provides quantitative criteria for the scale-up design and energy optimization of subzero negative-pressure remediation processes.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101742"},"PeriodicalIF":3.3,"publicationDate":"2026-01-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146038798","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":"Research on creep mechanical properties and damage mechanisms of water-saturated coal-bearing sandstone under freeze-thaw cycles","authors":"Peng Wu ,&nbsp;Lianying Zhang ,&nbsp;Shuai Guo ,&nbsp;Yiwen Mao ,&nbsp;Fuqiang Zhu","doi":"10.1016/j.sandf.2026.101743","DOIUrl":"10.1016/j.sandf.2026.101743","url":null,"abstract":"<div><div>To reveal the long-term instability mechanism of rock slopes in open-pit coal mines in cold regions, this study takes water-saturated coal-bearing sandstone from the Antaibao Open-pit Coal Mine as the research object. Systematic uniaxial compression creep tests were conducted under different freezing temperatures (−5°C, −10°C, −15°C, −20°C) and freeze–thaw cycles (5, 10, 15, 20 times). Combined with longitudinal wave velocity measurements, porosity tests, and scanning electron microscopy (SEM) <em>meso</em>-analysis, the coupled damage evolution law under freeze–thaw-creep conditions was elucidated. The results show that: With decreasing freezing temperature and increasing freeze–thaw cycles, the reduction rate of longitudinal wave velocity and the increment of porosity significantly increase (e.g., wave velocity reduction rate reached 29.58% at −20°C/20 cycles). The number of freeze–thaw cycles exhibits higher sensitivity to damage than freezing temperature. The creep failure stress significantly attenuates (decreased by 21.8% at −20°C compared to −5°C, and by 53.0% after 20 cycles compared to 5 cycles). The ratio of long-term strength to peak strength remained stable at approximately 80%. Microscopically, a sequential damage mechanism is identified, initiating with ice-expansion cracking, progressing to thermal fatigue accumulation, followed by pore networking, and culminating in particle spalling. This process leads to a transition in the macroscopic failure mode from pure shear to a tensile-shear composite. This study provides a theoretical basis for stability assessment and prevention of coal mine slopes in cold regions.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101743"},"PeriodicalIF":3.3,"publicationDate":"2026-01-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146038875","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":"Study on the vertical bearing characteristics and influencing factors of threaded piles","authors":"Lina Xu ,&nbsp;Peng Zhang ,&nbsp;Chenhui Qi ,&nbsp;Lei Niu ,&nbsp;Junjie Zheng","doi":"10.1016/j.sandf.2026.101731","DOIUrl":"10.1016/j.sandf.2026.101731","url":null,"abstract":"<div><div>This study investigated the mechanism by which thread height affects the load-bearing performance of threaded piles, as this is a critical factor influencing their vertical bearing capacity. Laboratory half-pile model tests combined with Digital Image Correlation (DIC) were used for this investigation. Concurrently, numerical simulation analysis was used to systematically examine the influence of thread height, thread pitch, thread shape and thread thickness on the load-bearing capacity of threaded piles. The findings suggest that the threaded parameters primarily influences the bearing capacity of individual threaded piles by increasing the contact area between the pile and the soil and enhancing the mechanical interlocking effects, compared to straight piles. As thread height increases, the pile’s bearing capacity increases, though at a gradually diminishing rate. Concurrently, the pile body’s material utilisation rate reaches a peak, with optimal performance observed when the thread height is between 8 and 10 mm. When the pitch ratio (i.e. the ratio of thread pitch to main pile diameter) is 1.0, the threaded pile demonstrates superior bearing capacity. In terms of thread geometry, trapezoidal threads correspond to the highest ultimate bearing capacity. Furthermore, under identical settlement values for threaded piles, trapezoidal threads maximise material utilisation efficiency. Additionally, thread thickness has a relatively minor influence on pile bearing performance.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101731"},"PeriodicalIF":3.3,"publicationDate":"2026-01-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146038318","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":"Macroscale and microscale triaxial compressive behaviors of loose saturated sand under excess pore water pressure generation","authors":"Ryunosuke Kido ,&nbsp;Yuya Ohtani ,&nbsp;Yosuke Higo","doi":"10.1016/j.sandf.2025.101725","DOIUrl":"10.1016/j.sandf.2025.101725","url":null,"abstract":"<div><div>Investigating the triaxial compressive behavior of loose saturated sand under excess pore water pressure generation, based on both macroscale and microscale observations, contributes to a better understanding of the instability mechanisms associated with the non-localized failure mode. In this study, the original intention was to conduct undrained triaxial tests on dense and loose saturated sands. However, due to the unavoidable limitations associated with X-ray CT imaging, the tests were consequently conducted under a partially drained condition. Nevertheless, the use of X-ray CT imaging, combined with image analyses, revealed clear differences in both the macroscopic responses and microscale structural evolution between dense and loose saturated sands that exhibit localized and non-localized failure modes. The loose sand examined in the present study showed a gradual increase in deviator stress until the end of shearing. During this process, the local void ratio gently decreased and the number of particle contacts gently increased due to compression. The particle-contact orientation did not change significantly from the initial state to the end of shearing. Shear strain was found to be relatively uniformly distributed over a wide region in the loose sand specimens. It is likely that these deformation characteristics of loose sand correspond to positive second-order work, indicating the stable state of the material. This behavior was clearly different from that of the dense sand specimens, for which significant dilation, a decrease in the number of particle contacts, and a change in the particle-contact orientation that occurred, were associated with a localized failure mode characterized by negative second-order work.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101725"},"PeriodicalIF":3.3,"publicationDate":"2026-01-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146038317","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":"Failure area change estimation and tunnel face pressure characteristics of large soil-covering tunnel tests","authors":"Ryo Kawanoue ,&nbsp;Yota Togashi ,&nbsp;Masahiko Osada ,&nbsp;Jiro Kuwano","doi":"10.1016/j.sandf.2025.101723","DOIUrl":"10.1016/j.sandf.2025.101723","url":null,"abstract":"<div><div>Estimating the tunnel face earth pressure is essential for determining the limit support pressure in shield tunneling and for urban mountain tunnels in Japan. To meet these demands, limit equilibrium methods for calculating tunnel face pressures remain extremely important methods of calculation in tunneling practice. In limit equilibrium calculations, the appropriate setting of the failure zone prism affects the accuracy. It is crucial to properly account for changes in the height of the failure zone prism due to the frictional resistance of the ground. In this study, an improved simple method is proposed for estimating the height of the failure zone prism. The method utilizes a versatile logistic equation to describe the relationship between the soil cover and the prism height. The proposed method is a model in which the height of the failure zone prism converges to a constant value in the logistic equation as the soil cover increases, indicating an increase in frictional resistance. To validate the proposed method, tunnel tests with large soil cover ratios up to <span><math><mrow><mi>C</mi><mo>/</mo><mi>D</mi><mo>=</mo><mn>10</mn></mrow></math></span> in a 1 g field are conducted, and changes in the failure zone prism and the nature of the soil pressure are determined. As a result of the tunnel tests, the width of the failure zone can be approximately expressed by the width of the wedge derived under the condition of active earth pressure. The face pressure at the initial stage of tunnel pulling in the tunnel tests is proportional to the soil cover pressure when the soil cover is small. On the other hand, as the soil cover increases, it shows a value between the earth pressure at rest and the active earth pressure. This is thought to be due to the fact that the frictional resistance of the ground increases in proportion to the soil cover. Furthermore, the height of the failure zone prism, identified by a PIV (particle image velocimetry) analysis, can be adequately represented by the proposed method. An example of how the proposed equation can be incorporated into a simple limit equilibrium calculation is described, and it is shown that the results of this calculation can properly evaluate the experimental results.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101723"},"PeriodicalIF":3.3,"publicationDate":"2026-01-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145980847","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":"Characterizing the shearing strength of compacted Qiantang River silty clay from a state-dependent perspective","authors":"Xiao Wei ,&nbsp;Hongliang Liu ,&nbsp;Lisha Zhang ,&nbsp;Kaiyuan Han ,&nbsp;Xin Liu ,&nbsp;Zhongxuan Yang","doi":"10.1016/j.sandf.2025.101727","DOIUrl":"10.1016/j.sandf.2025.101727","url":null,"abstract":"<div><div>Compacted clay is widely used in geotechnical projects involving road embankment, subgrades, backfillings, etc. The shearing strength of saturated compacted clay is an important parameter in the analysis of the stability of these structures, and it is affected by states of soil, fabric, stress history, etc., making the characterization of the shearing strength remain difficult. This study investigated the shearing behaviors and shearing strength of a saturated and compacted Qiantang River silty clay using undrained triaxial compression tests. The specimens were compacted to different void ratios and saturated, followed by consolidation to different effective confining pressures for triaxial compression. The shearing behaviors are found to be state-dependent, namely, dependent on the void ratio and effective confining pressure before shearing. Several characteristic states, such as the undrained instability state, quasi-steady state, phase transformations state, and critical state, have been identified for each specimen. The deviatoric stresses at these states were characterized in the framework of critical state soil mechanics. The state parameter can be used to characterize the state-dependent shearing strength, while a modified state pressure index was proposed and found to be a better state variable for characterizing the state-dependent shearing strength of the compacted clay.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101727"},"PeriodicalIF":3.3,"publicationDate":"2026-01-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145941342","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":"Soil compaction control by monitoring compacted states based on soil stiffness indices","authors":"F. Tatsuoka ,&nbsp;T. Yoshida ,&nbsp;H. Nagai ,&nbsp;Y. Tomita ,&nbsp;R. Latimer ,&nbsp;Y. Kikuchi ,&nbsp;J. Koseki","doi":"10.1016/j.sandf.2025.101709","DOIUrl":"10.1016/j.sandf.2025.101709","url":null,"abstract":"<div><div>A number of empirical equations, expressing the various types of soil stiffness indices (<em>SSIs</em>) of compacted soil as functions of dry density ρ_d and degree of saturation <em>S</em>_r, are summarized in this study. They are generalized in the normalized form of <em>SSI</em>= <em>C</em>_SSI·<em>F</em>_SSI(Δ<em>S</em>_r)·<em>G</em>_SSI([<em>D</em>_c]_1Ec). <em>C</em>_SSI is the coefficient, different for different <em>SSI</em> test conditions, <em>F</em>_SSI(Δ<em>S</em>_r) is a decreasing function of Δ<em>S</em>_r= <em>S</em>_r – “the optimum, (<em>S</em>_r)_opt” with <em>F</em>_SSI(Δ<em>S</em>_r = 0) = 1.0, and <em>G</em>_SSI([<em>D</em>_c]_1Ec) is an increasing function of the degree of compaction by the Standard Proctor test, [<em>D</em>_c]_1Ec, with <em>G</em>_SSI([<em>D</em>_c]_1Ec = 100 %) = 1.0. Under the various conditions of the data, the <em>G</em>_SSI functions are rather similar, whereas the <em>F</em>_SSI functions are largely different. With drained <em>SSIs</em> evaluated at relatively low strains and relatively low confining pressures, <em>F</em>_SSI is considerably large when Δ<em>S</em>_r &lt; 0 due to the fairly large effects of <em>S</em>_r on these <em>SSIs</em>. As a result, when <em>S</em>_r is in a certain range just below (<em>S</em>_r)_opt, the <em>SSIs</em> become the effective indices of water content <em>w</em>, rather than ρ_d. The compacted water content can be estimated and controlled to remain within a narrow range centered at the target by keeping the frequently measured field <em>SSIs</em> between the defined upper and lower thresholds. The procedure for determining the target and the upper and lower bounds of the <em>SSIs</em>, based on field calibration compaction test data and relevant normalized empirical <em>SSI</em> equations, is explained. A simplified method is proposed, which suggests that, when field <em>SSIs</em> are kept between 0.5 and 2.0 times the target <em>SSI</em>, compacted <em>w</em> values are expected to be approximately maintained between 0.8 and 1.2 times the target <em>w</em>.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 1","pages":"Article 101709"},"PeriodicalIF":3.3,"publicationDate":"2026-01-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145884616","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":"Drainage and imbibition along main and scanning curves: A pore-scale morphology approach","authors":"Shizuka Eshiro,&nbsp;Shuta Fuchisaki,&nbsp;Yosuke Higo","doi":"10.1016/j.sandf.2025.101722","DOIUrl":"10.1016/j.sandf.2025.101722","url":null,"abstract":"<div><div>This study quantifies the three-dimensional morphologies of pore air and pore water, and examines drainage and imbibition behaviours along main and scanning curves in water retention tests. The aim was to clarify the pore-scale drainage and imbibition mechanisms and their relationships to specimen-scale water distribution patterns. The water retention tests involved two drying and wetting cycles, during which X-ray micro-computed tomography (CT) imaging was performed at each equilibrium point. From segmented CT images, pore air and pore water clusters, as well as drainage and imbibition clusters, were extracted and analysed. The cluster volume distributions, number of clusters, and continuity of the pore air and pore water phases were evaluated, revealing distinct transitions of water distribution patterns that depend on the degree of saturation and the drying–wetting history. The shape complexity and spatial positions of the drainage and imbibition clusters were evaluated, and the drainage and imbibition mechanisms along the main and scanning curves were identified. Five distinct saturation regimes were defined based on phase continuity, which were linked to the complexity of the drainage and imbibition cluster shapes. These findings offer insights into the pore-scale mechanisms that underlie macroscopic water retention behaviour and provide implications for improving theoretical water retention curve models.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 1","pages":"Article 101722"},"PeriodicalIF":3.3,"publicationDate":"2025-12-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145884615","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}