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Influence of Silty Soil Layer Thickness and Soldier Pile Insertion Ratio on Deep Excavation Deformation ZHU Jinbing Soil Engineering and Foundation    2025, 39 (2): 251-255.   Abstract （195）            Knowledge map    Due to the different thickness, the silty and peaty soil layer can have a significant impact on surface settlement and deformation of the supporting structure. The different insertion ratios of soldier piles can also affect the stability and safety of the excavation. Therefore, to understand the influence of the thickness of the silty and peaty soil layer and the insertion ratio of the soldier piles on the horizontal deformation and surface settlement of the supporting structure, a numerical model was established for the analysis and compared with the measured results. The research results showed that the maximum horizontal deformation of the supporting structure increased with the increase of the thickness of the silty and peaty layer, and the maximum deformation of the supporting structure reached 41.3 mm when the thickness of the silty and peaty soil layer was 20 meters; The horizontal deformation of the supporting structure under each thickness of the silty and peaty soil layer shows a trend of first increasing and then decreasing with the increase of depth. The larger the thickness of the silt layer, the more obvious the trend of deformation increasing or decreasing; The amount of surface settlement increases with the thickness of the silty and peaty soil layer, reaching a maximum of 31.33 mm when the thickness of the silty and peaty soil layer is 20 meters; The horizontal deformation value of the supporting structure gradually decreases with the increase of insertion ratio; When the insertion ratio is below 0.51, reducing the insertion ratio will greatly increase the horizontal deformation value of the enclosure structure; When the insertion ratio does not exceed 0.511, the increase in the maximum settlement gradually becomes apparent. The maximum surface settlement increased by 15.08 mm when the insertion ratio decreased from 0.384 to 0.256, with an increase of nearly 28.6%. Related Articles | Metrics

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Application of Borehole Radar and Sonar Technology in the Investigation of Karst in Underwater Tunnel Projects CHEN Qiang, WANG Qiao, HUANG Zhengyi Soil Engineering and Foundation    2025, 39 (2): 343-348.   Abstract （194）            Knowledge map    The development of karst features in offshore areas has a significant impact on the construction of underwater tunnels. Therefore, it is critical to determine the distribution limits and morphological characteristics of the karst features before the construction. This article presents the preliminary survey data from a shielded tunneling section of the Dalian Metro Line No. 5 located underwater. By employing the ground penetrating radar (GPR) and the borehole sonar technology for an actual surveying in the well-developed karst area, the study investigates the applications of the borehole radar and the borehole sonar technology in the offshore karst surveys. The results demonstrate the effective application, successfully clarifying the limits of the karst development and the spatial morphological characteristics within the work area, thus obtaining the accurate data related to the degrees of the karst development. The application results from the engineering case history indicate that these two technologies possess high accuracy and reliability in the practical application of the offshore karst engineering surveys. The GPR can determine the depth and undulations of the bedrock surface, the distribution of karst rock cavities, and the development range of the dissolution fractures, while the borehole sonar can analyze the development limits and the spatial morphological characteristics of the karst cavities. The rational and the integrated use of borehole and these two down-the-hole detection methods can effectively clarify the limits and the spatial morphological characteristics of the offshore karst terrain, providing accurate data on the karst development within the impact range of the underwater tunnel design. This information guides the construction of the shielded tunneling machine, ensuring a smooth crossing of the underwater karst area for the metro tunnel project. Related Articles | Metrics

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Analysis of Double-Row Pile Frame as a Deep Excavation Supporting System Using FLAC-PFC Coupled Method YUAN Qihang, TAN Yihong, Soil Engineering and Foundation    2025, 39 (2): 280-284.   Abstract （157）            Knowledge map    The double-row pile supporting structure has been widely used in deep excavations, but current theoretical models for the load bearing and the deformation estimations have limitations in addressing the real-world engineering challenges. This study focuses on the double-row pile frame system and combines the FLAC3D and the PFC3D to create a continuous-discrete coupled analytical model. By incorporating both the double-row pile system and the surrounding soil, information is exchanged between the continuous and discrete media using PFC3D wall elements. Numerical simulations are performed to evaluate the stress and deformation characteristics. Results from the literatures show that the proposed method effectively captures the stress and deformation of double-row pile frame system, addressing the issue of rear pile bottom ‘kicking’ often observed with the standard design specifications and following the load transfer path of the system. With the increasing use of innovative double-row pile supporting structures in practical applications, this method proves to be of significant practical value.  Related Articles | Metrics

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Impact of Navigation Channel in Deep Soft Soil Sites on the Stability of Adjacent Bridge Pile Foundations and Surrounding Soils LI Feng, DING Wanpeng, CHEN Zhaoyu, WU Zhijian, Soil Engineering and Foundation    2025, 39 (2): 213-217.   Abstract （143）            Knowledge map    To investigate the impact of the navigation channel on the stability of the adjacent pile foundations and surrounding soils, a typical bridge project of the second channel of the Beijing Hangzhou Grand Canal was taken as the research object. Numerical analysis methods were used to investigate the influence of the soil excavation and the channel water injection on the deformation of the adjacent bridge pile foundations and the water pressure of the surrounding soils. The results indicate that excavation of the soil will lead to a decrease in the soil water pressure, and the deeper the soil is buried, the more significant the change in the water pressure caused by the excavation. The excavation of the channel soil will cause the horizontal displacement of the pile foundation towards the channel side, affecting the stability of the pile foundations. As the water injection height of the channel increases, the water pressure of the soil inside the channel gradually increases, and the water pressure of the soil outside the channel shows a trend of first decreasing and then increasing. Moreover, there is a lag effect of the water injection on the water pressure supplement of the soil in the channel. The water injection into the channel will significantly affect the horizontal displacement of the pile foundation of the overpass bridge. The smaller the pile depth, the greater the impact of the water injection into the channel on the horizontal displacement. Related Articles | Metrics

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Experimental Study on Disintegration Characteristics of a Granite Residual Soil ZHOU Baogui, ZHONG Huabin, LIN Kaiyan, YANG Xueqiang, CAI Chifeng Soil Engineering and Foundation    2025, 39 (2): 327-332.   Abstract （167）            Knowledge map    In the humid and rainy coastal areas of Fujian, the granite residual soil is easy to disintegrate in water, resulting in geological hazards such as landslides, which has a great impact on the slope stability and the road engineering. Therefore, it is necessary to pay close attention to its disintegration characteristics and the occurrence mechanism. In this paper, a granite residual soil in Sanming City, Fujian Province is taken as the research object, and a series of the disintegration test devices are designed. The disintegration tests of the granite residual soil samples under three conditions of the undisturbed soil, the remolded compaction and the cement improvement are performed. The disintegration failure mechanism of the residual soil is explored from the perspective of the soil structure and the composition. The results show that the disintegration process of the granite residual soil samples can be divided into three stages: the surface disintegration stage, the structural failure disintegration stage and the cement dissolution disintegration stage. The disintegration phenomenon of the undisturbed soil sample is obvious, and the disintegration rate is the fastest, followed by the compacted sample, and finally improved sample. The variation of the disintegration rate of the granite residual soil with time is mainly that the disintegration rate of the soil increases first, reaches the peak, and then decreases. The compaction and the cement curing agent can improve the disintegration resistance of the granite residual soil, and the complete disintegration time can be extended to 3~8 times of undisturbed soil. The disintegration failure of the granite residual soil is mainly affected by soil structure, the composition, and the saturation. The combination of the three factors makes the granite residual soil have the characteristics of easy disintegration in water. The research results reveal the disintegration characteristics and the disintegration mechanism of the granite residual soil, which can provide a theoretical basis for the treatment of the granite residual soil in related projects. Related Articles | Metrics

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Analysis of Frost Heaving Deformation Characteristics and Influencing Factors of Railway Subgrade in Seasonal Frozen Regions MA Tao, ZHANG Yonggang, HUANG Shiguang Soil Engineering and Foundation    2025, 39 (2): 333-337.   Abstract （189）            Knowledge map    In seasonally frozen regions, the frost heave and thaw settlement of high-speed railway embankments play a decisive role in the safety and stability of railways. Using the frost heave deformation monitoring of a specific railway embankment in a seasonally frozen area as the research subject, the deformation monitoring and data analysis were conducted throughout the entire freeze-thaw process. The study obtained the variations in the embankment’s temperature field, freezing depth, and frost heave over time and space. Detailed surveys were also carried out in key areas of frost heave deformation, obtaining the moisture content and fine particle content at different interfaces of the embankment. Through the in-depth analysis of the monitoring data, the study revealed that the primary factors influencing the freeze-thaw deformation of this railway embankment in the seasonally frozen area are water content and fine particle content. It was found that areas with higher water content and greater fine particle content exhibit significantly increased frost heave. Based on the research results, specific recommendations for improving embankment design and reinforcement measures were proposed. The findings of this study provide a scientific basis for the construction and maintenance of high-speed railways in seasonally frozen areas, contributing to enhanced railway safety and stability. Related Articles | Metrics

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Numerical Analysis of the Anti-Slip Mechanism of H-Type Composite Anti-Sliding Structure WANG Fuqiang, ZHANG Ruidong, SHANGGUAN Jinxing, WANG Dan Soil Engineering and Foundation    2025, 39 (2): 300-304.   Abstract （109）            Knowledge map    Landslide related hazards occur frequently in our country. The H-type composite anti-sliding structure is one of the common methods for mitigating large landslides. To explore the anti-sliding mechanism and reinforcement effect of H-type composite anti-sliding structure. Now, the FLAC3D program is used to simulate the working state of the landslide rock mass with and without the h-type composite anti-sliding structure. Through the comparative analysis, the results show that after setting the H-type compound anti-sliding structure, the stability and the safety factor of the landslide has been obviously improved. The stability and the safety factor of the landslide increased from 1.02 when not set to 1.31. The shear strain increment of the rock and soil mass along the slip zone is reduced by more than 75% on average, and the plastic deformation zone is reduced by nearly 50%. The average reduction of the horizontal displacement of the rock and soil mass in the sliding body area is more than two-thirds. The strengthening effect of the h-type composite anti-sliding structure is very significant. This shows that the anti-sliding mechanism of the H-type composite anti-sliding structure is that its setting can effectively reduce the shear deformation degree of the rock and soil mass in the sliding plane, reduce the development degree of the plastic deformation zone of the rock and soil mass in sliding zone, and narrow the horizontal displacement of the rock and soil mass in sliding zone. The overall stability of the landslide has been significantly improved. Related Articles | Metrics

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Shear Strength Characteristics and Foundation Bearing Capacity of Coral Sands CHANG Kai, SHI Huanhuan, SUN Liuliu Soil Engineering and Foundation    2025, 39 (2): 310-315.   Abstract （214）            Knowledge map    Coral sand is widely distributed in the South China Sea, and its mechanical properties are very different from terrigenous sand. To study the effect of average particle size and water content on the shear strength of coral sand, triaxial shear tests were carried out on coral sand samples under different working conditions by using laboratory triaxial tests. On this basis, the influence of the ultimate bearing capacity of foundation on coral sand samples was studied. The test results show that the coral sand exhibits obvious dilatancy and stress softening under low pressure. The peak shear strength and the peak strain increase with the increase of average particle size. With the change of the water content, the cohesion of the soil sample increases first and then decreases and the internal friction angle decreases. Through the analysis and the comparison of the ultimate bearing capacity, the main difference of the bearing capacity coefficient is concentrated in Nγ, in that the coefficient of Terzaghi formula is significantly larger than the other three formulas. The influence of the cohesion on the bearing capacity of Maislav formula is higher than other formulas. Related Articles | Metrics

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Vulnerability Assessment of Landslide Hazard Duhe River Basin Using Analytic Hierarchy Process YANG Xin, TIAN Jingjing Soil Engineering and Foundation    2025, 39 (2): 293-299.   Abstract （135）            Knowledge map    Due to the widespread distribution of metamorphic rocks with high porosity and easy softening when exposed to water along the banks of the Duhe River Basin in northwest Hubei, landslides are easily induced in areas with developed water systems due to factors such as rainfall and human engineering activities. Therefore, guided by the typical metamorphic rock mountain reservoir bank in the Duhe River Basin, a regional landslide vulnerability assessment was performed. The population density, age structure, risk prevention awareness, gender ratio, building type, transportation facility type, and land use type are selected as vulnerability assessment indicators for the study area. By using the Analytic Hierarchy Process to determine the weights of various vulnerability assessment indicators and combining the weights of each indicator with the quantified vulnerability assessment indicators through the construction of a linear weighted model, the vulnerability assessment of landslide disasters in the study area is completed, providing a basic basis and technological support for local disaster prevention and control management. Related Articles | Metrics

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Slope Classification Method Based on the Deformation Evolution Process ZHAO Kaiyi, LI Cong, CAI Weizhen, ZHANG Xinzhou, WU Liangliang, XIE Tian Soil Engineering and Foundation    2025, 39 (2): 267-271.   Abstract （139）            Knowledge map    A systematic classification system has been established in the slope engineering, and corresponding standards and literatures have been published. However, the existing slope classification is focused on the slope stability analysis and the reinforcement methods. There is no classification system based on the landslide early-warning system. Different slope deformation evolution processes will directly affect the methods and results of landslide warning. It is of great significance to establish slope classification methods based on the deformation evolution processes and to establish slope classification system focusing on the landslide early-warning. Through the investigation and the analysis, it is pointed out that the deformation evolution process of the slope failure is different, and the induced factors and failure modes are the main factors affecting the deformation evolution process of the slope failure. The deformation evolution characteristics of the rainfall-induced landslide, the earthquake-induced landslide, the artificially induced landslide and the reservoir water-induced landslide were summarized. On this basis, a slope classification method based on the deformation evolution process is proposed. A slope classification system focusing on the landslide warning can be established by using the proposed classification method. The research results can be used as a reference for the slope stability research and the landslide prediction and the warning system. Related Articles | Metrics

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Analysis and Mitigation Measures of Subgrade Instability in Soft Soils Adjacent to Mountain ZHANG Yinqiu, HU Zhikang, HU Chengbao, CHEN Jiawang Soil Engineering and Foundation    2025, 39 (2): 172-176.   Abstract （139）            Knowledge map    Stabilizing soft soil roadbeds in mountainous areas is a difficult problem in highway engineering. The pavement cracks on a coastal expressway soft soil section along the mountain side are observed. Combining with the relevant engineering data, the stability of the soft soil roadway is back analyzed at a critical section by using the Plaxis finite element method and the influence of different soft soil treatment measures on the subgrade stability is evaluated. The results show that the geological conditions of the soft soil section near the mountain are not uniform in longitudinal and transverse directions, and the potential sliding surface is more easily induced by the climate and the rainfall, which causes the phenomenon of subgrade destabilization. For the secondary reinforcement of the soft soil subgrade with complicated geological conditions, mitigation measures such as cement mixing columns, anti-slide caissons and high-pressure jet grouting columns can avoid and minimize the subgrade sliding hazards. The method of anti-slide caisson plus high-pressure jet grouting columns can effectively reduce the settlement of the subgrade and improve the stability of subgrade with the limited land use, which can provide reference for the future mitigations of the soft soil subgrade. Related Articles | Metrics

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Influence of the Deep Excavation Construction of a Commercial Complex on the Adjacent Subway Tunnels ZHAO Yue Soil Engineering and Foundation    2025, 39 (2): 196-199.   Abstract （168）            Knowledge map    The urban subway is one of the important means to mitigate the traffic congestion, and the number of subway lines also represents the development status of the city. However, subway tunnels are more sensitive to changes in the surrounding environment, so it is crucial to study the impact of deep excavation construction on nearby subways. This article is based on the TOD Tianjie deep excavation project of Longhu New East Station. The excavation process is simulated using commercial software MIDAS/GTS, and the deformation of the tunnel structure during the deep excavation process is evaluated. The stress of the tunnel structure is checked and predicted. The results indicate that there is a significant change in the surface settlement during the installation of the third and fourth layers of ground anchors at the supporting structure. Special attention should be paid to the deformation of the excavated area and the tunnel structure during this construction phase; The maximum settlement and the maximum horizontal deformation of the tunnel structure are linearly related to the number of excavation steps, but the maximum horizontal displacement deformation is more obvious. To meet the design requirements, the internal force of the tunnel segments during the excavation process meets the original design requirements for the ultimate bearing capacity. The research results provide a basis for the construction of deep excavation adjacent to existing subways and reduce the impact of deep excavation construction on the surrounding environment. Related Articles | Metrics

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Stabilization of Steep and High Rock Slopes with Hard and Soft Strata Interbedded YANG Tao, YANG Zhijiang, YAN Yonghui Soil Engineering and Foundation    2025, 39 (2): 200-202.   Abstract （166）            Knowledge map    The soft hard alternating bedded rock slopes often experience sliding failures along the soft rock layer due to the formation of weak structural planes induced by the weathering or the softening of soft rock in contact with water. A high and steep rock slope was formed by excavation at a cement plant in Jinan. The rock type of the slope is mainly composed of shale and limestone from the Gushan Formation of the Jiulong Group. The shale is in a thin layer, severely weathered, and prone to degrade to soils when encountering water. It is a weak layer, and the inclination of the rock layer is similar to that of the slope, with an inclination angle smaller than that of the slope. The current stability status of the slope is investigated and analyzed. Hazards such as the falling blocks on the slope surface, cracks at the top of the slope, and water leakage during the rainy season are addressed. The mitigation measures include vertical beams, ground anchor with shotcrete support, and interception and drainage measures to comprehensively mitigate the slope stability issue. After one year of operation, the slope deformation meets the specifications and design requirements, and the treatment effect is satisfactory, which has a reference significance for similar projects. Related Articles | Metrics

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Design and Construction of Deep Excavation Support Adjacent to Buildings with Preserved and Shared Walls ZHANG Lili Soil Engineering and Foundation    2025, 39 (3): 382-386.   Abstract （85）            Knowledge map    With the rapid development of urban areas, the land usage in the city center is becoming increasingly demanding. How to maximize the safety and stability of adjacent buildings has become the most important issue to be solved in deep excavations. This article combines engineering practice to study the design and construction of deep excavations, which is adjacent to preserved buildings in the city center and shares basement exterior walls. The internal force and deformation of the deep excavation supporting structure near the existing building were verified using a Tongji Qimingxing software. The impact of foundation excavation on the adjacent building outside the excavation area was analyzed using a two-dimensional finite element software. At the same time, the selection of deep excavation support plans under space constraints, as well as the design and construction focus of the common wall parts with buildings under construction, were introduced. The technical difficulties in the design and construction of deep excavation support for the adjacent preserved and under construction buildings in the city center were successfully solved, which can provide reference for similar projects. Related Articles | Metrics

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Numerical Analysis of Deformation and Damage Process of a High Cutting Slope in a Guangxi Expressway ZHANG Hongxing, LENG Xianlun, Soil Engineering and Foundation    2025, 39 (5): 750-753.   Abstract （151）            Knowledge map    To study the deformation and failure process and hazard occurrence mechanism of a high cutting slope in Guangxi is presented in this paper. The rock strata, joint occurrence and deformation as well as the failure range and mode of the slope environment were determined through on-site geological survey, and then Phase2 software was used to establish a numerical analysis model that can reflect complex geological characteristics. The deformation and failure characteristics of the slope under the control of bedding and joints were evaluated. The results show that the dip joint is the main geological factor of slope deformation and instability. The tension cracks and rainfall infiltrations are the main causes of slope deformation and failure. The hazard process is excavation disturbance-joint tension-rainfall infiltration-rock mass weakening-joint tension displacement-deformation and failure. The construction disturbance caused the joint to be in a state of tension crack. Due to the rock anchor support, the deformation and failure did not occur on the slope surface. At this time, the factor of safety of the slope was 1.07; the rainfall infiltration leads to the weakening of the strength of strongly weathered siltstone, and the J1 joint further cracks and slips, and forms a shear slip zone along the interface between the layer and the joint and rock layer, and finally cuts out at the intersection of strong weathering and slope. Related Articles | Metrics

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Numerical Simulation of Deep Excavation Support Adjacent to Subway Station MENG Limin Soil Engineering and Foundation    2025, 39 (5): 764-770.   Abstract （90）            Knowledge map    With the continuous construction of newly planned subway lines, the deformation control requirements for adjacent subway stations in the construction of deep excavations for buildings are becoming more stringent. The design of a deep excavation adjacent to a subway station in Huangpu District, Guangzhou, is presented in this paper. A three-dimensional model is established to numerically simulate and analyze the excavation of the deep excavation site under multiple working conditions. The analysis results show that the most unfavorable working condition is when the excavation reaches the bottom (before replacing the support). The rigidity of the supporting structure in the northeast and southeast corners of the excavation is relatively weak, and the supporting system is more stable after strengthening with the addition of large triangular corner braces (beam slab combination). Except for the construction defects of the water cut-off curtain caused by the old foundation obstacles on the site, which resulted in the measured values of the WY7 and ZC6 monitoring points on the east side being greater than the calculated values, the calculated values of the horizontal displacement of the top of excavation and the internal support axial force of the other monitoring points are close to the measured values and less than the design control values. The monitoring data of the station tunnel during subway operation also indicates that the tunnel structure is in a safe state. Related Articles | Metrics

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Influence of Deep Excavation on the Deformation of Underlying Metro Tunnel YANG Bo, YANG Yang Soil Engineering and Foundation    2025, 39 (5): 738-742.   Abstract （88）            Knowledge map    With the rapid development of urban surface roadways and underground rail transit traffic, the influence of deep excavation on the existing underlying subway tunnels is becoming increasingly prominent. A roadway deep excavation project in Chengdu area is presented in this paper. A three-dimensional numerical model is established by using software FLAC3D to predict the influence of roadway deep excavation on the underlying underground subway tunnel. The results indicate that the unloading of deep excavation results in the change of displacement and stress fields. The upheave deformation and the lateral displacement of tunnel are observed. The backfilling and compacting of the excavation also induce the settlement and deformation of the tunnel. The tunnel is deformed by the tension and the compression towards the open surface. The tunnel is deformed in the shape of ellipse with the short side in transverse direction and the long side in vertical direction. When the soil cover of the tunnel is shallow, the roadway compaction conditions has a significant effect on the tunnel deformation, and the grouting improvement can better control the tunnel deformation. Related Articles | Metrics

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Stability Analysis and Mitigation Measures of Daylight Bedded Rock Slopes with Extremely Thin Weak Interlayers WU Zhengchao, LIAO Dewu, ZHENG Bing, DU Yansong, PAN Shijia Soil Engineering and Foundation    2025, 39 (4): 553-557.   Abstract （129）            Knowledge map    Currently, there are limited research results on high slopes with very thin weak interlayers and daylighting bedded rocks. Based on a sudden landslide in Baiyi Town, Wudang District, Guiyang City, this article uses numerical simulation methods to analyze the stability and prevention measures of daylight bedded rock slopes with extremely thin weak interlayers and detailed geological survey data. Research results show that the deformation mechanism of such slopes is slip tensile failure, and the extremely thin weak interlayers are the main reason for the slope sliding. Compared with the displacement of the slope under three different working conditions, it is concluded this type of slope experiences significant deformation and failure under both natural and water saturated conditions. In addition, based on the analysis of the deformation mechanism and the stability of the slope, a protective measure mainly consisting of the concept of “clearing the slope + slope toe protection” was proposed. Throughout the modeling and simulation analysis, it was found that such protective measures have a good protective effect on this type of slope. Related Articles | Metrics

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Evolution of Three-Dimensional Soil Arching within a Pile-Supported and Geogrid-Reinforced Embankment LAO Junyuan, CHI Bingshi, ZHAO Linshuang Soil Engineering and Foundation    2025, 39 (4): 576-579.   Abstract （128）            Knowledge map    This study investigated the evolution of soil arching within a pile-supported and geogrid-reinforced embankment using a three-dimensional finite element model. The results were verified through a comparison with the measured data obtained from a full-scale experiment. The development of the soil arching was evaluated during the embankment construction process and the static step-loading process. The study revealed that the stress concentration ratio between the average stress on the pile-cap and that on the subsoil increases with the increasing height of the embankment fill. But this ratio increased little during the static step-loading process. In the soil arching process, the arch foot was mainly located at the edge and corner, not the center of the pile-cap. This resulted in an uneven stress distribution on the pile-cap, with stress at the edge and corner larger than that at the center. With the increase of embankment filling height and the evolution of soil arch, the arch foot moves towards the center. The critical height of the soil arching is 1.3 to 1.4 times the net spacing between pile caps. Additionally, the arching heights were assessed at different locations of the embankment, and their values were approximately equal. Related Articles | Metrics

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Discrete Element Simulation of Seabed In-Situ Cone Penetration Test SHI Rongjun, LIU Yisheng, ZHANG Guoyin Soil Engineering and Foundation    2025, 39 (4): 580-585.   Abstract （116）            Knowledge map    The submarine cone penetration test (CPT) is a widely used insitu test method on the seabed. Based on the discrete element method, a discrete element model is used to simulate and analyze the in-situ measurement process of the probe penetrating the seabed soil. The underwater saturation state of the seabed soil is simulated by adding soil particle buoyancy and one-way fluid-solid coupling respectively, as well as the surface penetration model of the dry sand and two saturated soils are established. For the deep penetration, a 200 m soil depth penetration model using one-way fluid-solid coupling method is established. The numerical simulation results show that the soil particle response of the probe penetrating the saturated soil is significantly different from that of the unsaturated soil in terms of the force-related results such as tip resistance and the particle stress. The one-way fluid-solid coupling method can better simulate the underwater saturation state of the soil than adding soil particle buoyancy. In terms of tip resistance, only considering the buoyancy of soil particles will produce a difference of 9 %. In the surface penetration and deep penetration of the probe rod, the large stress of the soil particles is concentrated at the cone tip of the probe rod, and the related soil disturbance such as the displacement and rotation of the soil particles mainly occurs within a diameter range of the probe rod from the cone shaft. Related Articles | Metrics