Soils and Foundations最新文献

{"title":"An approach for predicting earthquake-induced permanent displacements of embedded cantilever walls in soils with cohesion","authors":"Luigi Pugliese,&nbsp;Antonello Troncone,&nbsp;Andrea Parise,&nbsp;Enrico Conte","doi":"10.1016/j.sandf.2025.101649","DOIUrl":"10.1016/j.sandf.2025.101649","url":null,"abstract":"<div><div>Prediction of the earthquake-induced permanent displacements of retaining structures is a key step in the context of a performance-based design approach. For retaining walls with shallow foundations, this issue is usually dealt with using the well-known Newmark sliding block method. However, several studies have shown that this method is unsuitable to provide a trustworthy prediction of the permanent displacements undergone by the embedded cantilever retaining walls under seismic loading. To overcome this drawback, a new method of practical interest is proposed in the present study for a prediction of the earthquake-induced permanent displacement of these structures. In such a method, the wall movements are evaluated solving a simple equation of motion whenever the ground acceleration exceeds a critical value. This latter value is updated during the seismic event by calculating the forces acting on the wall by means of a closed form solution recently derived by the authors. The method is simple to use and requires few conventional parameters as input data. These features make it suitable for current applications. To assess the predictive capability of the present method, comparisons with the results of a centrifuge test documented in the literature and with those of a large number of ideal case studies solved using a finite element code, are presented. The effectiveness of some measures to reduce the wall displacements is also discussed.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101649"},"PeriodicalIF":3.3,"publicationDate":"2025-06-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144518750","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":"Seepage pressure distribution of gas jet flow in loess","authors":"Changhui Gao ,&nbsp;Songyu Liu ,&nbsp;Guangyin Du ,&nbsp;Mei Bai ,&nbsp;Yankai Wu ,&nbsp;Runmin Hao","doi":"10.1016/j.sandf.2025.101648","DOIUrl":"10.1016/j.sandf.2025.101648","url":null,"abstract":"<div><div>This study aims to investigate the permeation mechanisms and pressure distribution of gas jets in collapsible loess during pneumatic-vibratory probe compaction (PVPC). Indoor model tests were performed to analyze the behavior of continuous gas jet injection, and a seepage pressure distribution model was developed to characterize gas flow in unsaturated loess. The results show that pulsating gas jets disrupt the soil structure near the nozzle, enabling gas penetration driven by internal pressure differentials and leading to the gradual formation of continuous fractures. Gas pressure measurements at the opposite end of the soil layer indicate an initial pressure rise that stabilizes over time, with thinner soil layers showing more pronounced responses. The proposed model effectively captures the dynamic behavior of gas flow, illustrating a rapid decline in seepage pressure over time and a slow increase in seepage distance. These findings enhance the understanding of gas jet permeation and provide practical guidance for optimizing PVPC parameters, further advancing its application in loess foundation improvement within geotechnical engineering.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101648"},"PeriodicalIF":3.3,"publicationDate":"2025-06-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144481271","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":"Investigation of acting load and mechanical characteristics of shield tunnel lining in upper-soft and lower-hard stratum","authors":"Tao Zhang ,&nbsp;Yufeng Shi ,&nbsp;Shuying Wang ,&nbsp;Menghao Hu ,&nbsp;Sijin He","doi":"10.1016/j.sandf.2025.101647","DOIUrl":"10.1016/j.sandf.2025.101647","url":null,"abstract":"<div><div>When shield tunnels traverse the upper-soft and lower-hard stratum, the pronounced geological differences lead to uneven stress distribution on the segmental lining, thereby intensifying both construction challenges and safety risks. Investigating the loading conditions and mechanical characteristics of tunnel linings in such strata is imperative. Therefore, field measurements were conducted at two shield tunnel construction sites along Nanchang Metro Line 1, specifically within a silty clay-gravel layer and a homogeneous sand layer. The acting load and internal forces of the segmental lining were monitored over an extended period. By analyzing the monitoring data, the variation patterns of the loads acting on the segmental lining in the upper-soft and lower-hard stratum during the construction stage were summarized. Furthermore, a comparative analysis was carried out between the measured loading conditions and the theoretical analytical solutions. Subsequently, a refined numerical simulation incorporating bolt joints and bolt preload on the segment was performed to further explore the mechanical behavior of the segmental lining, with a comparison to the measured internal force data. The results indicate that synchronous grouting at the shield tail significantly affects the earth pressure in the upper soft soil layer, with the maximum earth pressure induced by synchronous grouting being approximately 1.9 times the final stable value. The vertical earth pressure in the upper part of the segmental lining exhibits a characteristic pattern of being “large in the middle and small at both ends”, with the measured maximum value after stabilization corresponding to approximately 72% of the theoretical value predicted by Terzaghi’s theory. Notably, a sudden change in lateral earth pressure is observed at the stratum interface. The bending moment and axial force at the invert of the tunnel segment are comparatively smaller than those at the vault. Additionally, the development of internal forces within the segment is fairly constrained in the lower hard stratum.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101647"},"PeriodicalIF":3.3,"publicationDate":"2025-06-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144481272","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 investigations and sustainability assessments of ground improvement studies of expansive soils","authors":"Anand J. Puppala ,&nbsp;Nripojyoti Biswas ,&nbsp;Md Ashrafuzzaman Khan ,&nbsp;Surya S.C. Congress","doi":"10.1016/j.sandf.2025.101637","DOIUrl":"10.1016/j.sandf.2025.101637","url":null,"abstract":"<div><div>Expanding and maintaining transportation network assets on shrink-swell soils is a major problem for civil infrastructure owners and agencies across the world. Particularly, lightweight structures such as pavements experience distress due to differential heaving, cracking, shoulder dropping, and others. They can be primarily attributed to non-uniform moisture cycles, which severely impact both the short- and long-term performance of the structures. Among the available ground improvement techniques, both traditional and non-traditional methods are being effectively used to improve soil engineering properties and reduce distress during the service life period of the infrastructure asset. Novel chemical treatment methods and innovative geosynthetics have been employed to mitigate the distresses caused by shrink/swell movements from underlying expansive soils. The research team has studied applications of co-additives such as Geo-polymers and silica fines for stabilizing sulfate-rich expansive subsoils. An overview of stabilization studies using chemical additives, along with comprehensive sustainability analyses of these methods, were discussed in this paper. In addition, case studies on the application of geosynthetic products, including geocells and wicking geotextiles, for improvements of pavement performance built over expansive soils, are provided. Overall, the application of these new ground improvement techniques will be of immense help to infrastructure and transportation sectors and agencies as their usage would promote sustainable benefits with a higher return on investment.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101637"},"PeriodicalIF":3.3,"publicationDate":"2025-06-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144491129","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":"Role of mineralogy on the undrained monotonic simple shear response of compacted filtered copper tailings","authors":"Rodrigo Zorzal Velten ,&nbsp;Carina Ulsen ,&nbsp;João Paulo Rodrigues da Costa ,&nbsp;Carlos Alex Alves Lima ,&nbsp;Maiki Mafessoli ,&nbsp;João Vítor de Azambuja Carvalho ,&nbsp;Nilo Cesar Consoli","doi":"10.1016/j.sandf.2025.101636","DOIUrl":"10.1016/j.sandf.2025.101636","url":null,"abstract":"<div><div>Tailings are anthropic materials whose behavior can be greatly affected by the mineralogy of their particles and the fabric formed. This paper focuses on the effects of tailings composition under plane strain conditions. For this, two copper tailings from distinct mines are studied. The tailings present a similar particle grading and morphology, so the main difference between them is restricted to mineralogy. Three compaction degrees and four effective confining pressure values (ranging from 50 to 400 kPa) were adopted. For the first time, the results of copper tailings under plane strain conditions are presented in the light of critical state soil mechanics due to the use of a simple shear apparatus equipped with backpressure and known horizontal stresses. The results revealed the influence of mineralogy on the critical state parameter <em>M</em> and the shape of the <em>v</em> – log <em>p′</em> critical state lines. This highlights the importance of acknowledging mineralogy influence for properly designing tailings storage facilities.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101636"},"PeriodicalIF":3.3,"publicationDate":"2025-06-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144481273","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 fines contents on uplift behavior of underground structures in liquefiable ground","authors":"Fernaldy Sebastian Santoso ,&nbsp;Kenji Watanabe","doi":"10.1016/j.sandf.2025.101623","DOIUrl":"10.1016/j.sandf.2025.101623","url":null,"abstract":"<div><div>Research on liquefaction began decades ago, with clean sand being the main material . Recently, as it has been proven that fines-containing materials are also suspected to be liquefied, additional studies, mainly elementary tests, have been conducted. However, few liquefaction model experiments have been conducted in which the fines content is varied. This is because it is difficult to completely saturate a model ground with fines and conduct highly reproducible model experiments. In the present study, therefore, a modified vacuum container sand box and large-size vacuum saturation method were adopted to perfectly saturate model grounds with different non-plastic fines contents. A pipe model was placed in the ground to investigate the uplift behavior of an underground structure induced by liquefaction.</div><div>The experiments revealed that a ground with a higher fines content induced a lower total uplift displacement in the pipe model than grounds with a lower or no fines content. Interestingly, these results differ from the liquefaction properties of the fines-mixed sand observed in previous elementary tests. The discrepancy is probably due to the effects of the strength recovery of the ground, low void ratio, low permeability, and high viscous resistance of such a soil with fines.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101623"},"PeriodicalIF":3.3,"publicationDate":"2025-06-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144331300","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":"Deformation, resistance characteristics, and scale effects of rockfall protection soil embankments under static loading","authors":"Yoshiyuki Oguri ,&nbsp;Kenichi Maeda ,&nbsp;Keisuke Kondo ,&nbsp;Takuro Nakamura ,&nbsp;Yuji Ushiwatari ,&nbsp;Naoto Naito ,&nbsp;Masato Komuro","doi":"10.1016/j.sandf.2025.101634","DOIUrl":"10.1016/j.sandf.2025.101634","url":null,"abstract":"<div><div>Rockfall protection soil embankments are structures that can effectively reduce rockfall hazards along roads. They are economical and easy to construct and maintain by using locally available soil. However, a performance design method for rockfall protection soil embankments has not yet been established, and is the goal of this study. In the present study, static loading tests were conducted using two different weight shapes to clarify the influence of the weight shape on the deformation behavior of soil embankments. Based on these tests, the punching shear failure mechanism of the soil embankments was investigated. The influence of the model scale (the scale effect) on the deformation failure behavior of the soil embankments was clarified through static loading tests on reduced models at three different scales. From these model experiments, the surface deformation, internal deformation, and load–penetration relationships of the soil embankments were summarized. The results indicated that the spherical weight damaged a wider area than the polyhedral weight, and the maximum and ultimate loads exhibited a constant relationship with the deformation of the soil embankment extension between the model scales.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101634"},"PeriodicalIF":3.3,"publicationDate":"2025-06-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144321400","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":"Strengthening the subgrade clay soil using nano chemical stabilisation","authors":"Kodi Rangaswamy,&nbsp;Regi P. Mohan","doi":"10.1016/j.sandf.2025.101638","DOIUrl":"10.1016/j.sandf.2025.101638","url":null,"abstract":"<div><div>Nowadays, non-traditional eco-friendly nanomaterial additives are widely utilized in the geotechnical stabilization of soft soils. The application of materials developed using nanotechnology in stabilizing soils effectively reduces or replaces the utility of cementation products like cement and lime, which leads to environmental pollution. This article evaluates the efficacy of organosilane nano-chemical additive with 1 % cement binder in improving the strength properties of soft soil used for road-based applications. A series of experimental tests were conducted to characterize the geotechnical properties of soft clay and nano-chemical-treated soft soils with 1 % cement binder, including soil gradation, consistency limits, compaction, unconfined compression, and California bearing ratio (CBR) strength, and microstructural and chemical analysis. A small dosage of 1 % cement was added to the parent clay to accelerate the cementitious reactions in soil treated with a nano-chemical additive. The dosage of nano-chemical additives used was varied from 0.03 to 0.05 % for the present study. The treated clayey soil is examined for the optimum dosage corresponding to the highest unconfined compression strength of soil samples cured up to 28 days. Test results show that the soft clay treated with organosilane-based nano-chemical at an optimum dosage of 0.045 % and 1 % cement binder has attained the maximum unconfined compression and CBR strengths. SEM and FTIR results postulate the microstructural and chemical interactions involved in supporting the mechanism of improvement in the strength of treated soils.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101638"},"PeriodicalIF":3.3,"publicationDate":"2025-06-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144308095","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":"Centrifuge model tests on liquefaction-induced settlement of river embankments reinforced by floating-type cement treatment method","authors":"Masahide Otsubo ,&nbsp;Yuta Miura,&nbsp;Kazuya Ueda,&nbsp;Shunsuke Tanimoto,&nbsp;Masanori Ishihara,&nbsp;Tetsuya Sasaki","doi":"10.1016/j.sandf.2025.101633","DOIUrl":"10.1016/j.sandf.2025.101633","url":null,"abstract":"<div><div>Loose sandy soil layers are prone to liquefaction under strong earthquakes, causing damage to civil engineering structures inside or upon the liquefied ground. According to the present Japanese design guideline on liquefaction countermeasures for river levees, the entire depth of the liquefiable subsoil below river embankments should be improved. However, this approach is not economical against deep liquefiable subsoil. To rationalize the design approach, this contribution investigated the performance of a floating-type cement treatment method, in which only the shallower part of the liquefiable subsoil is reinforced. A series of centrifuge shaking table model tests was conducted under a 50<span><math><mrow><mi>g</mi></mrow></math></span> environment. The depth of improvement (cement treatment) was varied systematically, and the effect of the sloping ground was examined. The experimental results revealed that the settlements of river embankments can be reduced linearly by increasing the depth of improvement. Moreover, the acceleration of embankments can be reduced drastically by the vibration-isolation effect between the cement-treated soil and the liquefiable soil. These effects contribute to the safe retention of the embankment shape even when the liquefied sloping ground causes lateral flows. Towards practical implementation, discussions on the effect of permeability on cement-treated soil were expanded. Furthermore, the stress acting on cement-treated soil during shaking was measured using an acrylic block to explain the occurrence of cracks in the soil.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101633"},"PeriodicalIF":3.3,"publicationDate":"2025-06-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144271980","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":"Rheological properties of deep-sea shallow sediments in the Western Pacific mining area","authors":"Hao Liu ,&nbsp;Zongxiang Xiu ,&nbsp;Lejun Liu ,&nbsp;Jie Dong ,&nbsp;Qiuhong Xie ,&nbsp;Mu Huang ,&nbsp;Chenwei Luo ,&nbsp;Yifeng Zeng ,&nbsp;Xingsen Guo","doi":"10.1016/j.sandf.2025.101632","DOIUrl":"10.1016/j.sandf.2025.101632","url":null,"abstract":"<div><div>Studying the rheological properties of deep-sea shallow sediments can provide basic mechanical characteristics for designing deep-sea mining vehicles driving on the soft seabed, providing anchoring stability of semi-submersible mining platforms, and assessing submarine landslide hazards. Shallow sediment column samples from the Western Pacific mining area were obtained, and their rheological properties were studied. A series of rheological tests was conducted under different conditions using an RST rheometer. In addition, conventional physical property, mineral composition, and microstructure analyses were conducted. The results showed that shallow sediments have a high liquid limit and plasticity, with flocculent and honeycomb-like flaky structures as the main microstructure types. The rheological properties exhibited typical non-Newtonian fluid characteristics with yield stress and shear-thinning phenomena during the shearing process. In contrast to previous studies on deep-sea soft soil sediments, a remarkable long-range shear-softening stage, called the thixotropic fluid stage, was discovered in the overall rheological curve. A four-stage model is proposed for the transition mechanism of deep-sea shallow sediments from the solid to liquid–solid, solid–liquid transition, thixotropic fluid, and stable fluid stages. The mechanism of the newly added thixotropic fluid stage was quantitatively analyzed using a modified Cross rheological model, and this stage was inferred from the perspective of mineralogy and microstructure. The results of this study can be useful for improving the operational safety and work efficiency of submarine operation equipment for deep-sea mining in the Western Pacific Ocean.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 3","pages":"Article 101632"},"PeriodicalIF":3.3,"publicationDate":"2025-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144221511","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}