Soils and Foundations最新文献

{"title":"Evaluation of the relationship between freezing point and suction of sodium sulfate loess near 0°C","authors":"Songhe Wang ,&nbsp;Yang Wang ,&nbsp;Yuhang Liu ,&nbsp;Jiading Wang ,&nbsp;Jiulong Ding ,&nbsp;Xiaoliang Yao","doi":"10.1016/j.sandf.2026.101753","DOIUrl":"10.1016/j.sandf.2026.101753","url":null,"abstract":"<div><div>Correlation between freezing point and suction of sodium sulfate loess upon phase change is fundamental for understanding the mechanism of salt weathering of check dams in Loess Plateau of China. Given the ongoing controversies over frozen soil suction measurement, soil suction test near 0°C was employed as a compromise to link with freezing point. The test data from vapor equilibrium technique (VET) and the TEROS-21 Gen 2 soil water potential sensor were combined with the reported data to derive a temperature-dependent calibration model from the correspondence between the suction and the equilibrium water content of Whatman No. 42 filter paper. This model holds the merits of robust accuracy, simple structure with merely two parameters to be calibrated, and the capacity to capture the temperature effect on the calibration curve. The freezing point of sodium sulfate loess is closely linked to the suction at 0.5°C. Both matric and osmotic suctions do not linearly superimpose on the freezing point but exhibit a coupling effect. A modified Mizoguchi model was accordingly developed and verified for five types of saline loess. The results will throw light on the nature of salt weathering of check dams and are also encouraging for targeted treatments.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101753"},"PeriodicalIF":3.3,"publicationDate":"2026-04-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146189326","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":"Special issue on climate change adaptation and innovation from geotechnical perspectives","authors":"Hemanta Hazarika (Guest Editor)","doi":"10.1016/j.sandf.2026.101744","DOIUrl":"10.1016/j.sandf.2026.101744","url":null,"abstract":"","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101744"},"PeriodicalIF":3.3,"publicationDate":"2026-04-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146189328","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":"2026-04-01","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":"Effect of gradation characteristics on seepage failure in foam-conditioned gap-graded soils for EPB shield tunneling","authors":"Bin Wang ,&nbsp;Shuying Wang ,&nbsp;Xiangcou Zheng ,&nbsp;Xinggao Li ,&nbsp;Fei Ye","doi":"10.1016/j.sandf.2026.101748","DOIUrl":"10.1016/j.sandf.2026.101748","url":null,"abstract":"<div><div>Muck spewing at the screw conveyor outlet in water-rich coarse-grained soils poses a significant risk to the efficiency and safety of shield tunneling. This study systematically investigates the influence of gradation characteristics on the seepage failure behavior of foam-conditioned gap-graded soils through vertical upward hydraulic tests. The effects of fines content, gap ratio, and foam injection ratio on failure modes and hydraulic responses are examined. Results show that the seepage failure mode is jointly controlled by the combined effects of particle size distribution, fines content, and foam injection. Changes in the gap ratio can trigger transitions between piping and heave failure, and excessively high foam injection can destabilize soil during heave. The pore structure, regulated by gradation, determines the stability of foam within the soil, with a sufficient proportion of fine particles essential for maintaining internal stability and mitigating seepage erosion. These findings provide insights into the mechanisms by which gradation characteristics influence seepage failure and offer guidance for foam conditioning practices in shield tunneling, supporting the theoretical modeling of critical hydraulic gradients in foam-conditioned soils.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101748"},"PeriodicalIF":3.3,"publicationDate":"2026-04-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146189327","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":"Experimental and numerical study on dynamic responses of three-story building supported by T-BAGS base isolation and vibration control system","authors":"Ali Vakilazadsarabi ,&nbsp;Kinji Takeuchi ,&nbsp;Yasuo Tomono ,&nbsp;Tatsunori Matsumoto","doi":"10.1016/j.sandf.2026.101741","DOIUrl":"10.1016/j.sandf.2026.101741","url":null,"abstract":"<div><div>T-BAGS is a seismic base isolation and vibration control system. It is composed of two stacked layers of geotextile sandbags filled with sand. A slip sheet is sandwiched between the upper and lower sandbags to control the slippage between them. Slipping between the upper and lower sandbags works as base isolation. Furthermore, the hysteretic shear deformation of each sandbag plays a role in vibration control. In this research, the static and dynamic behaviors of the T-BAGS system are firstly investigated through laboratory tests, including simple shear tests on one sandbag and shaking table tests on six sets of T-BAGS. Then, dynamic numerical analyses of the shaking table tests are conducted. Based on the results, dynamic 3D analyses of a 3-story residential RC building, subjected to a severe earthquake, are conducted with and without the T-BAGS system. The building and the T-BAGS system are integrated and modeled as a three-dimensional series of masses and nonlinear springs. In those numerical analyses, the influence of the rigidity of the sandbags on the dynamic behaviors of the building is investigated. The results indicate that the response acceleration of the building, induced by the severe earthquake, could be considerably attenuated through the use of the T-BAGS base isolation and vibration control system. It is emphasized that the hysteretic shear behavior of the sandbags contributes significantly to vibration control.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101741"},"PeriodicalIF":3.3,"publicationDate":"2026-04-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146189325","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":"Sustainable soil improvement using marine-derived biopolymers: strength and durability perspectives","authors":"Runshen Wang ,&nbsp;Hadi Fatehi ,&nbsp;Dominic E.L. Ong ,&nbsp;Jimmy Yu ,&nbsp;Ilhan Chang ,&nbsp;Khosro Shabani","doi":"10.1016/j.sandf.2026.101730","DOIUrl":"10.1016/j.sandf.2026.101730","url":null,"abstract":"<div><div>This study provides a comprehensive evaluation of marine biopolymers for sustainable soil stabilization. It offers critical insights for countries with abundant ocean resources to support the selection of suitable biopolymer for soil enhancement. The experimental program covers a wide range of mechanical and microstructural evaluations to support a broad understanding of biopolymer-treated soil behaviour. A range of marine biopolymers was tested with a specific focus on chitosan due to its distinct structure and bonding capability. The study focused on engineered kaolinite-sand mixtures, selected for their ability to represent complex and variable soil conditions commonly encountered in the field. Experimental variables such as biopolymer content, curing time, and soil composition were systematically controlled. Mechanical properties were assessed using UCS, and static and dynamic triaxial tests to determine shear strength and resilient modulus. Durability was assessed through five cycles of wetting and drying to replicate long-term environmental exposure. Results showed that biopolymer content and soil type significantly influenced strength development and water resistance. Chitosan achieved up to a tenfold increase in UCS, with substantial strength retention and low mass loss under cyclic conditions. Microstructural analysis using scanning electron microscopy (SEM) and Fourier-transform infrared spectroscopy (FTIR) provided insights into the chemical bonding and physical interactions at the soil–biopolymer interface. A mechanical model was proposed to explain these interactions. Overall, the study demonstrates the potential of marine biopolymers as effective, ecofriendly alternatives to traditional chemical stabilizers, offering a sustainable solution for geotechnical engineering applications.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 2","pages":"Article 101730"},"PeriodicalIF":3.3,"publicationDate":"2026-04-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146090354","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":"Improved analysis method for frame beams with prestressed cables in slopes based on inclined foundation stiffness","authors":"Yuan Qi ,&nbsp;Shiguo Xiao ,&nbsp;Tianxiang Liu","doi":"10.1016/j.sandf.2025.101712","DOIUrl":"10.1016/j.sandf.2025.101712","url":null,"abstract":"<div><div>The frame beam with prestressed cables is a reinforcement structure to stabilize slopes or landslides, where the frame beam is placed on the slope face. Since the inclined foundation for the beam is different from the level one, it is crucial to determine reasonable normal stiffness of slope foundations to analyze mechanical responses of the frame beam under the cable tensioning forces. According to the upper-bound limit analysis theory, an analysis method for the ultimate bearing capacity of strip foundation on the slope face is provided based on a bilateral failure mechanism. The inclined foundation stiffness is accordingly expressed as the level one multiplied by the ratio of the inclined over the level bearing capacity. Further, a calculation method for the frame beam is established based on static equilibrium and deformation compatibility of the intersected elements in the frame as beams on the inclined elastic foundation. Some in-situ tests indicate the proposed inclined foundation stiffness is about 16 % smaller than the observed result. Compared with the classic level-foundation method for the frame beam, the improved method is closer to the numerical simulations. The ratio of the inclined over the level foundation stiffness is nonlinearly decreasing clearly from 1 as the slope angle increases from 0°. The stiffness ratio reduces with the increase of the soil unit weight, internal friction angle, and beam width, while increases with the cohesion and beam-soil friction angle. The mid-span bending moment and deflection of each element in the frame increases nonlinearly with the slope angle, whereas the shear force is faintly influenced by the slope angle.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 1","pages":"Article 101712"},"PeriodicalIF":3.3,"publicationDate":"2026-02-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145739068","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":"Observed performances and spatial effects of a set of 40 m ultra-deep rectangular excavations in Shanghai soft soils","authors":"Yinhang Zhu ,&nbsp;Weidong Wang ,&nbsp;Zhonghua Xu ,&nbsp;Jinjian Chen ,&nbsp;Zhihao Yang","doi":"10.1016/j.sandf.2025.101710","DOIUrl":"10.1016/j.sandf.2025.101710","url":null,"abstract":"<div><div>The accelerating development of deep excavations in urban environment has garnered much attention on the excavation-induced deformations and environmental impacts. This paper presents a set of five ultra-deep rectangular excavations with the depth of 39.31–45.45 m in Shanghai soft soils. An extensive monitoring program was conducted to record excavation-induced deformation and influence on the surroundings. The spatial effect of rectangular excavations was further discussed. Based on the analyses of the observed performances of the excavations, the key findings are as follows: (1) The maximum lateral deflections of the diaphragm walls <em>δ</em>_hmax were about 0.10–0.55 % of the excavation depths <em>H</em>_e at the end of construction, and significant spatial and temporal effects in <em>δ</em>_h were observed. (2) The maximum ground settlement, <em>δ</em>_vmax, was generally within 0.65 % <em>H</em>_e, appearing at the distance of around 0.5 <em>H</em>_e outside the pits. (3) The spatial effect was more obvious in narrow excavations in this study. (4) Smaller normalized excavation scales led to smaller normalized wall deflections, emphasizing the confining effect of excavations’ geometry. The measured performances of the deepest rectangular excavations in Shanghai soft soil and observed spatial effects can serve as a valuable reference for the design and research of future ultra-deep excavations.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 1","pages":"Article 101710"},"PeriodicalIF":3.3,"publicationDate":"2026-02-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145791659","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":"Unified pseudo-static seismic reduction factors for shallow foundations via an earth-pressure framework","authors":"Lysandros Pantelidis","doi":"10.1016/j.sandf.2025.101713","DOIUrl":"10.1016/j.sandf.2025.101713","url":null,"abstract":"<div><div>This paper presents a unified and physically consistent method for evaluating the seismic bearing capacity of shallow foundations, based on classical earth pressure theory and a reinterpretation of the failure mechanism beneath the footing. The method builds on the key observation that the failure surface forms an angle of <span><math><mrow><msup><mn>45</mn><mo>°</mo></msup><mo>+</mo><mspace></mspace><mi>φ</mi><mo>/</mo><mn>2</mn></mrow></math></span> with the footing (Zone I) and exits at <span><math><mrow><msup><mn>45</mn><mo>°</mo></msup><mo>-</mo><mspace></mspace><mi>φ</mi><mo>/</mo><mn>2</mn></mrow></math></span> (Zone III), consistent with the geometry of active and passive earth pressures. Central to the analysis is the concept of a “virtual wall” extending downward from the footing edge to the log-spiral segment (Zone II) of the failure surface. Under seismic loading, the effective height of this virtual wall is reduced to account for the shallower failure mechanism. The framework is rigorously calibrated against the finite element method, in which the models are deliberately extended and lateral boundaries sloped on the failure side to prevent artificial reflection of seismic stresses. A distinctive feature of the proposed methodology is that all seismic reduction factors—cohesion, surcharge, and self-weight—are derived in a unified manner from a single physical mechanism. The resulting expressions are valid for any <span><math><mrow><mi>c</mi><mo>-</mo><mi>φ</mi></mrow></math></span> soil, and apply to both effective and total stress analyses. The reduction factors in the classical three <em>N-</em>bearing capacity formula are given as <span><math><mrow><msub><mi>ε</mi><mi>c</mi></msub><mo>=</mo><msub><mi>ε</mi><mi>q</mi></msub></mrow></math></span>=<span><math><msub><mi>ε</mi><mi>H</mi></msub></math></span>, <span><math><mrow><msub><mi>ε</mi><mi>γ</mi></msub><mo>=</mo><msubsup><mi>ε</mi><mrow><mi>H</mi></mrow><mn>2</mn></msubsup></mrow></math></span>, with <span><math><msup><mrow><msub><mi>ε</mi><mi>H</mi></msub><mo>=</mo><mfenced><mrow><mn>1</mn><mo>-</mo><msub><mi>k</mi><mi>h</mi></msub><mo>/</mo><mrow><mo>(</mo><mi>t</mi><mi>a</mi><mi>n</mi><mi>φ</mi><mo>+</mo><mi>c</mi><mo>/</mo><mi>γ</mi><msub><mi>H</mi><mrow><mi>max</mi></mrow></msub><mo>)</mo></mrow></mrow></mfenced></mrow><mrow><mn>0.2</mn></mrow></msup></math></span>, where <span><math><msub><mi>H</mi><mrow><mi>max</mi></mrow></msub></math></span> is the maximum depth of the failure mechanism. The method also incorporates the effects of structure inertia using a set of inclination factors previously developed by the author, ensuring compatibility with practical design practice. By linking seismic effects directly to modifications of the classical bearing-capacity terms, the method provides engineers with a transparent, physically based, and easily applicable tool for design-level seismic assessments of shallow foundations.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"66 1","pages":"Article 101713"},"PeriodicalIF":3.3,"publicationDate":"2026-02-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145791660","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":"2026-02-01","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}