{"title":"Comparative study on water-induced cracking mechanisms and characteristics of compositionally different mudstones: Identification of the rapid damage development stage","authors":"Qingsong Zhang, Zhibin Liu, Chenghua Xu, Jiayu Liang, Guoyi Tang, Yinjuan Sun","doi":"10.1016/j.enggeo.2026.108694","DOIUrl":"https://doi.org/10.1016/j.enggeo.2026.108694","url":null,"abstract":"","PeriodicalId":11567,"journal":{"name":"Engineering Geology","volume":"39 1","pages":""},"PeriodicalIF":7.4,"publicationDate":"2026-03-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"147496262","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2026-03-17DOI: 10.1016/j.enggeo.2026.108691
Xingshuo Xu, Wanghua Sui
Pathways formed by excavation can trigger the inrush of dry sand or water–sand mixture, thereby jeopardising underground operations. This study combines scale model experiments with the Computational Fluid Dynamics–Discrete Element Method (CFD–DEM) to investigate the effects of sand-layer thickness, particle density and fracture cross-sectional shape on the migration of dry sand and water–sand mixtures with longitudinal single fractures. Results indicate that the initiation time of sand inrush is delayed with increasing sand-layer thickness. For a given thickness, particle density is positively correlated with the sand inrush mass flow rate and the cumulative mass limit, defined as the upper limit of sand inflow by mass; however, it is inversely correlated with the volumetric flow rate and the cumulative volume limit, defined as the upper limit by volume. Compared with dry sand or water–sand mixture flow in a circular-section fracture, a rectangular-section fracture with the same cross-sectional area exhibits a larger cumulative volume limit of extruded particles, lower mass and volume flow rates and a longer inrush duration. The flow-rate curve for dry sand displays three stages (initiation, stabilisation and termination), whereas that for water–sand mixture shows a dual-peak pattern, comprising initiation, stabilisation, destabilisation and termination. The fracture inclination angle influences the sand inrush flow rate by regulating the effective aperture. Finally, a modified particle flow model is proposed, which warrants further investigation with respect to size effects and its applicability to quantitative cross-scale extrapolation.
{"title":"Water–sand mixture flow in single fractures and particle flow model modification based on effective aperture","authors":"Xingshuo Xu, Wanghua Sui","doi":"10.1016/j.enggeo.2026.108691","DOIUrl":"https://doi.org/10.1016/j.enggeo.2026.108691","url":null,"abstract":"Pathways formed by excavation can trigger the inrush of dry sand or water–sand mixture, thereby jeopardising underground operations. This study combines scale model experiments with the Computational Fluid Dynamics–Discrete Element Method (CFD–DEM) to investigate the effects of sand-layer thickness, particle density and fracture cross-sectional shape on the migration of dry sand and water–sand mixtures with longitudinal single fractures. Results indicate that the initiation time of sand inrush is delayed with increasing sand-layer thickness. For a given thickness, particle density is positively correlated with the sand inrush mass flow rate and the cumulative mass limit, defined as the upper limit of sand inflow by mass; however, it is inversely correlated with the volumetric flow rate and the cumulative volume limit, defined as the upper limit by volume. Compared with dry sand or water–sand mixture flow in a circular-section fracture, a rectangular-section fracture with the same cross-sectional area exhibits a larger cumulative volume limit of extruded particles, lower mass and volume flow rates and a longer inrush duration. The flow-rate curve for dry sand displays three stages (initiation, stabilisation and termination), whereas that for water–sand mixture shows a dual-peak pattern, comprising initiation, stabilisation, destabilisation and termination. The fracture inclination angle influences the sand inrush flow rate by regulating the effective aperture. Finally, a modified particle flow model is proposed, which warrants further investigation with respect to size effects and its applicability to quantitative cross-scale extrapolation.","PeriodicalId":11567,"journal":{"name":"Engineering Geology","volume":"1 1","pages":""},"PeriodicalIF":7.4,"publicationDate":"2026-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"147465004","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Microbially induced carbonate precipitation (MICP) is a natural phenomenon with broad applications, especially in civil and environmental engineering. The spatiotemporal distribution of calcium carbonate (CaCO3) is a critical factor for evaluating the effectiveness of MICP. However, so far, there are no appropriate methods to non-intrusively characterize the real-time distribution of CaCO3 in MICP-treated soil, which obstructs a better understanding of MICP kinetics. This study achieves the reconstruction of the spatiotemporal distribution of CaCO3 precipitation using electrical conductivity tomography. Three packs of silica beads at the laboratory scale were subjected to the multi-cycle MICP treatment. Effluent conductivity after each treatment cycle and final CaCO3 volume fraction were determined. Results show that there were conflicting effects of urea hydrolysis and CaCO3 precipitation on the electrical conductivity of the silica bead packs. A petrophysical model relating electrical conductivity to CaCO3 volume fraction in silica bead pack was proposed. The petrophysical model provided a basis for the real-time monitoring of CaCO3 distribution, porosity, and cementation exponent in MICP-treated soil. The spatiotemporal distribution of CaCO3 in the silica bead pack was then reconstructed based on the electrical conductivity tomograms. The results provided novel insights into the features and potential causes of heterogeneity in CaCO3 distribution, offering a promising approach to better understand MICP kinetics and facilitate the management of MICP field applications.
{"title":"Reconstructing the spatiotemporal distribution of microbial-induced carbonate precipitation using electrical conductivity tomography","authors":"Jun-Zheng Zhang, Chao-Sheng Tang, André Revil, Chao Lv, Jin-Jian Xu, Run-Yang Lan, Qi-You Zhou","doi":"10.1016/j.enggeo.2026.108689","DOIUrl":"https://doi.org/10.1016/j.enggeo.2026.108689","url":null,"abstract":"Microbially induced carbonate precipitation (MICP) is a natural phenomenon with broad applications, especially in civil and environmental engineering. The spatiotemporal distribution of calcium carbonate (CaCO<ce:inf loc=\"post\">3</ce:inf>) is a critical factor for evaluating the effectiveness of MICP. However, so far, there are no appropriate methods to non-intrusively characterize the real-time distribution of CaCO<ce:inf loc=\"post\">3</ce:inf> in MICP-treated soil, which obstructs a better understanding of MICP kinetics. This study achieves the reconstruction of the spatiotemporal distribution of CaCO<ce:inf loc=\"post\">3</ce:inf> precipitation using electrical conductivity tomography. Three packs of silica beads at the laboratory scale were subjected to the multi-cycle MICP treatment. Effluent conductivity after each treatment cycle and final CaCO<ce:inf loc=\"post\">3</ce:inf> volume fraction were determined. Results show that there were conflicting effects of urea hydrolysis and CaCO<ce:inf loc=\"post\">3</ce:inf> precipitation on the electrical conductivity of the silica bead packs. A petrophysical model relating electrical conductivity to CaCO<ce:inf loc=\"post\">3</ce:inf> volume fraction in silica bead pack was proposed. The petrophysical model provided a basis for the real-time monitoring of CaCO<ce:inf loc=\"post\">3</ce:inf> distribution, porosity, and cementation exponent in MICP-treated soil. The spatiotemporal distribution of CaCO<ce:inf loc=\"post\">3</ce:inf> in the silica bead pack was then reconstructed based on the electrical conductivity tomograms. The results provided novel insights into the features and potential causes of heterogeneity in CaCO3 distribution, offering a promising approach to better understand MICP kinetics and facilitate the management of MICP field applications.","PeriodicalId":11567,"journal":{"name":"Engineering Geology","volume":"94 1","pages":""},"PeriodicalIF":7.4,"publicationDate":"2026-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"147465006","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2026-03-17DOI: 10.1016/j.enggeo.2026.108690
Sopharith Chou, Jianxin Huang, Balaji Lakkimsetti, Kyle Parr, Anand J. Puppala, Bora Cetin
Moisture- and temperature-induced changes in microstructure and stabilization products remain a concern, requiring further study to clarify their effects on the engineering behavior of stabilized soils. Thus, this study aims to evaluate the engineering response of stabilized high-plasticity clay to moisture- and temperature-driven environmental conditioning, using hydrated lime (L) and lime sludge (S) under four sequences: freezing-thawing (FT), wetting-drying (WD), freezing-thawing-wetting-drying (FTWD), and wetting-drying-freezing-thawing (WDFT). Expansive soils were treated with a total dosage of 8% of L and S mixtures (4L4S and 6L2S) and evaluated through UCS and repeated load triaxial tests, further supported by microstructural and mineralogical analyses. Both 4L4S- and 6L2S-treated specimens exhibited improved engineering performance compared to the untreated soil due to short-term strength gains and long-term pozzolanic reactions. Importantly, the addition of lime sludge, a calcite-rich material, did not hinder the stabilization process, as 4L4S specimens achieved UCS values comparable to those of specimens treated with 5% hydrated lime. Both the treated specimens retained their integrity throughout the environmental conditioning phases, whereas the untreated specimens collapsed during the early stages. Among these durability studies, FT caused the most severe deterioration, due to substantial soil swelling during freezing. In contrast, coupled durability conditions caused relatively less damage, due to limited ice lens formation post drying phase, resulting in better engineering properties. Microstructural and mineralogical analyses were performed, which revealed the formation of cementitious gels, binding soil particles and enhancing the structural stability and durability of the treated specimens. Also, key variations in the mineral content, and related microstructure of the stabilized soils through thermogravimetric analysis were observed after different environmental conditionings. This explains the influence of the mineral contents and microstructure of stabilized soils on the long-term performance.
{"title":"Experimental study on engineering and microstructural behavior of lime sludge stabilized expansive soils under cyclic environmental stressors","authors":"Sopharith Chou, Jianxin Huang, Balaji Lakkimsetti, Kyle Parr, Anand J. Puppala, Bora Cetin","doi":"10.1016/j.enggeo.2026.108690","DOIUrl":"https://doi.org/10.1016/j.enggeo.2026.108690","url":null,"abstract":"Moisture- and temperature-induced changes in microstructure and stabilization products remain a concern, requiring further study to clarify their effects on the engineering behavior of stabilized soils. Thus, this study aims to evaluate the engineering response of stabilized high-plasticity clay to moisture- and temperature-driven environmental conditioning, using hydrated lime (L) and lime sludge (S) under four sequences: freezing-thawing (FT), wetting-drying (WD), freezing-thawing-wetting-drying (FTWD), and wetting-drying-freezing-thawing (WDFT). Expansive soils were treated with a total dosage of 8% of L and S mixtures (4L4S and 6L2S) and evaluated through UCS and repeated load triaxial tests, further supported by microstructural and mineralogical analyses. Both 4L4S- and 6L2S-treated specimens exhibited improved engineering performance compared to the untreated soil due to short-term strength gains and long-term pozzolanic reactions. Importantly, the addition of lime sludge, a calcite-rich material, did not hinder the stabilization process, as 4L4S specimens achieved UCS values comparable to those of specimens treated with 5% hydrated lime. Both the treated specimens retained their integrity throughout the environmental conditioning phases, whereas the untreated specimens collapsed during the early stages. Among these durability studies, FT caused the most severe deterioration, due to substantial soil swelling during freezing. In contrast, coupled durability conditions caused relatively less damage, due to limited ice lens formation post drying phase, resulting in better engineering properties. Microstructural and mineralogical analyses were performed, which revealed the formation of cementitious gels, binding soil particles and enhancing the structural stability and durability of the treated specimens. Also, key variations in the mineral content, and related microstructure of the stabilized soils through thermogravimetric analysis were observed after different environmental conditionings. This explains the influence of the mineral contents and microstructure of stabilized soils on the long-term performance.","PeriodicalId":11567,"journal":{"name":"Engineering Geology","volume":"10 1","pages":""},"PeriodicalIF":7.4,"publicationDate":"2026-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"147465005","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2026-03-17DOI: 10.1016/j.enggeo.2026.108692
Arihito Kondo, Yuki Matsushi
Revealing hydrological processes leading to shallow landslides triggered by heavy rainfall contributes to assessing hillslope hazards and understanding the topographic evolution of mountainous landscapes. This study investigates the causal linkages between subsurface structures characterized by distinct physical properties of the regolith and dominant hydrological processes leading to shallow landsliding. Study sites are located on low-relief, steep hillslopes underlain by granitoids in northern Abukuma Mountains, northeastern Japan, where many shallow landslides occurred during a severe typhoon in 2019. We selected representative hillslopes with typical translational landslide scars in adjacent granite and granodiorite areas to investigate their subsurface structures, physical properties of soil and bedrock, and groundwater processes. Slope models were configured based on these field data, to simulate pore water pressure fluctuations under extreme rainfall. In the granite slope, the impervious bedrock inhibits vertical percolation of water through the overlying, highly permeable soil, forming a saturated zone at the soil bottom, which persists due to lateral throughflow. The saturated zone thickens downslope and can eventually rise to the ground surface under extreme rainfall, which may cause shallow landslides and gullies at head hollows. In the granodiorite slope, the thick soil mantle and underlying permeable bedrock exhibit high water retention capacity, which prevents full saturation under usual rainfall condition. The wetting front slows as it crosses the transitional boundary between the loose upper and stiff lower soil layers, reflecting shifts in hydraulic properties. During extreme rainfall, excess water accumulates above the less-permeable lower soil layer, forming a perched groundwater table that may induce shear failure along the translational boundary. These distinct mechanisms might result in different rainfall thresholds for landsliding, which are short intense rainfall for the granite hillslopes and prolonged, large-amount rainfall for the granodiorite terrain.
{"title":"Mechanisms of rainfall-induced shallow landslides regulated by hydrological subsurface structures: Cases in granite and granodiorite areas in Northern Abukuma Mountains, Japan","authors":"Arihito Kondo, Yuki Matsushi","doi":"10.1016/j.enggeo.2026.108692","DOIUrl":"https://doi.org/10.1016/j.enggeo.2026.108692","url":null,"abstract":"Revealing hydrological processes leading to shallow landslides triggered by heavy rainfall contributes to assessing hillslope hazards and understanding the topographic evolution of mountainous landscapes. This study investigates the causal linkages between subsurface structures characterized by distinct physical properties of the regolith and dominant hydrological processes leading to shallow landsliding. Study sites are located on low-relief, steep hillslopes underlain by granitoids in northern Abukuma Mountains, northeastern Japan, where many shallow landslides occurred during a severe typhoon in 2019. We selected representative hillslopes with typical translational landslide scars in adjacent granite and granodiorite areas to investigate their subsurface structures, physical properties of soil and bedrock, and groundwater processes. Slope models were configured based on these field data, to simulate pore water pressure fluctuations under extreme rainfall. In the granite slope, the impervious bedrock inhibits vertical percolation of water through the overlying, highly permeable soil, forming a saturated zone at the soil bottom, which persists due to lateral throughflow. The saturated zone thickens downslope and can eventually rise to the ground surface under extreme rainfall, which may cause shallow landslides and gullies at head hollows. In the granodiorite slope, the thick soil mantle and underlying permeable bedrock exhibit high water retention capacity, which prevents full saturation under usual rainfall condition. The wetting front slows as it crosses the transitional boundary between the loose upper and stiff lower soil layers, reflecting shifts in hydraulic properties. During extreme rainfall, excess water accumulates above the less-permeable lower soil layer, forming a perched groundwater table that may induce shear failure along the translational boundary. These distinct mechanisms might result in different rainfall thresholds for landsliding, which are short intense rainfall for the granite hillslopes and prolonged, large-amount rainfall for the granodiorite terrain.","PeriodicalId":11567,"journal":{"name":"Engineering Geology","volume":"212 1","pages":""},"PeriodicalIF":7.4,"publicationDate":"2026-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"147465003","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2026-03-17DOI: 10.1016/j.enggeo.2026.108686
Ayoub Daoudi, Javad Eslami, Anne-Lise Beaucour, Martin Vigroux, Jeremy Henin, Albert Noumowé
This article investigates the high-temperature behaviour of thirteen types of limestone used in masonry, focusing on their petrographic properties. Thermochemical and thermomechanical characteristics were evaluated through thermogravimetric analysis and linear measurements up to 1050 °C. Both non-destructive tests (P-wave velocity and dynamic modulus of elasticity) and destructive tests (uniaxial compression, three-point bending, and Brazilian splitting) were conducted on specimens of varying geometries. These specimens underwent four distinct heating-cooling cycles at 200, 400, 600, and 800 °C. The pore network was assessed using water-accessible porosity (under vacuum), capillary water absorption (up to 600 °C), and mercury intrusion porosimetry at 750 °C. Limestone undergoes a significant reduction in its physical and mechanical properties at 600 °C, primarily due to the differential thermal expansion of its constituent minerals. At 800 °C, limestone loses even more of its mechanical properties due to calcite contraction during decarbonatization. Furthermore, limestone thermal sensitivity is also influenced by grain size and by the proportion of fine pores (<10 μm), which respectively govern the magnitude of internal thermal stresses and the ability of the bonding phase to accommodate thermal expansion.
{"title":"Post-heating mechanical behaviour and pore network evolution of limestones: Influence of petrographic properties","authors":"Ayoub Daoudi, Javad Eslami, Anne-Lise Beaucour, Martin Vigroux, Jeremy Henin, Albert Noumowé","doi":"10.1016/j.enggeo.2026.108686","DOIUrl":"https://doi.org/10.1016/j.enggeo.2026.108686","url":null,"abstract":"This article investigates the high-temperature behaviour of thirteen types of limestone used in masonry, focusing on their petrographic properties. Thermochemical and thermomechanical characteristics were evaluated through thermogravimetric analysis and linear measurements up to 1050 °C. Both non-destructive tests (P-wave velocity and dynamic modulus of elasticity) and destructive tests (uniaxial compression, three-point bending, and Brazilian splitting) were conducted on specimens of varying geometries. These specimens underwent four distinct heating-cooling cycles at 200, 400, 600, and 800 °C. The pore network was assessed using water-accessible porosity (under vacuum), capillary water absorption (up to 600 °C), and mercury intrusion porosimetry at 750 °C. Limestone undergoes a significant reduction in its physical and mechanical properties at 600 °C, primarily due to the differential thermal expansion of its constituent minerals. At 800 °C, limestone loses even more of its mechanical properties due to calcite contraction during decarbonatization. Furthermore, limestone thermal sensitivity is also influenced by grain size and by the proportion of fine pores (<10 μm), which respectively govern the magnitude of internal thermal stresses and the ability of the bonding phase to accommodate thermal expansion.","PeriodicalId":11567,"journal":{"name":"Engineering Geology","volume":"11 2 1","pages":""},"PeriodicalIF":7.4,"publicationDate":"2026-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"147465008","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Interfacial preferential seepage poses a significant threat to the safety of check dams on the Chinese Loess Plateau; however, the quantitative relationship between this seepage processes and the initiation of dam failure remains unclear. Through combined field investigations and model testing, this study provides the first quantitative analysis of how the intensity of interfacial preferential seepage governs distinct failure modes and mechanisms in check dams. Key findings confirm the presence of a measurable preferential seepage along cut-fill interfaces, characterized by accelerated moisture migration and elevated pore water pressure relative to the surrounding soil. This imperceptible preferential seepage can trigger severe interface-concentrated failure, manifesting from particle-scale piping to structure-scale sliding. Crucially, we demonstrate that the compaction density of the dam controls the interfacial seepage intensity and thereby dictates the failure mode transition: from sudden piping driven by strong seepage under low density, to progressive sliding induced by moderate seepage at medium density, and finally to minor deformation caused by weak seepage under high density. Mechanistically, we propose a hydraulic-gravitational competition framework to explain these transitions: increasing compaction density shifts the dominant force from seepage-driven erosion to gravity-dominated shear, consequently altering the failure mode from piping to sliding. Furthermore, we established a technical pathway for translating model findings into field applications by developing scalable failure criteria for check dams. These findings offer the first mechanistic explanation of dam failure driven by interfacial preferential seepage, providing crucial insights for risk assessment of existing dams and the seepage-resistant design of new dams on the Chinese Loess Plateau.
{"title":"How interfacial preferential seepage triggers check dam failures on the Chinese Loess Plateau: Mechanism and implications","authors":"Yanbo Zhu, Huitao Zheng, Jianbing Peng, Hengxing Lan, Futong Li, Yuxuan Zhang, Yanmeng Yin","doi":"10.1016/j.enggeo.2026.108687","DOIUrl":"https://doi.org/10.1016/j.enggeo.2026.108687","url":null,"abstract":"Interfacial preferential seepage poses a significant threat to the safety of check dams on the Chinese Loess Plateau; however, the quantitative relationship between this seepage processes and the initiation of dam failure remains unclear. Through combined field investigations and model testing, this study provides the first quantitative analysis of how the intensity of interfacial preferential seepage governs distinct failure modes and mechanisms in check dams. Key findings confirm the presence of a measurable preferential seepage along cut-fill interfaces, characterized by accelerated moisture migration and elevated pore water pressure relative to the surrounding soil. This imperceptible preferential seepage can trigger severe interface-concentrated failure, manifesting from particle-scale piping to structure-scale sliding. Crucially, we demonstrate that the compaction density of the dam controls the interfacial seepage intensity and thereby dictates the failure mode transition: from sudden piping driven by strong seepage under low density, to progressive sliding induced by moderate seepage at medium density, and finally to minor deformation caused by weak seepage under high density. Mechanistically, we propose a hydraulic-gravitational competition framework to explain these transitions: increasing compaction density shifts the dominant force from seepage-driven erosion to gravity-dominated shear, consequently altering the failure mode from piping to sliding. Furthermore, we established a technical pathway for translating model findings into field applications by developing scalable failure criteria for check dams. These findings offer the first mechanistic explanation of dam failure driven by interfacial preferential seepage, providing crucial insights for risk assessment of existing dams and the seepage-resistant design of new dams on the Chinese Loess Plateau.","PeriodicalId":11567,"journal":{"name":"Engineering Geology","volume":"105 1","pages":""},"PeriodicalIF":7.4,"publicationDate":"2026-03-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"147465007","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
京公网安备 11010802042870号
京ICP备2023020795号-1
扫码关注我们
求助内容：
应助结果提醒方式：