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30 April 2026, Volume 40 Issue 2 Previous Issue   

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Stability Analysis and Treatment Measures of Central Rock Pillar Strengthening in Small Clearance Tunnels WANG Bao, SU Fangbin, XU Jiankai, LIU Ciwen, WANG Chaoguo, CHEN Yuanzhong 2026, 40 (2):  173-178.  Abstract ( 47 )   Save This paper presents the case history of Wengkai Expressway Siping Tunnel. The reinforcement measures of the central rock pillar were simulated by numerical simulation software. The deformation and mechanical characteristics of the middle rock pillar under different strengthening parameters were compared, and a grouting construction design option for the central rock pillar was proposed. The results show that when only the tension bolt is applied, the plastic zone of the central rock pillar is connected, and the maximum vertical settlement of the confining pressure is 10.1 mm. When the central rock pillar is grouted at the same time, the plastic zone can be effectively reduced, and when the surrounding rock parameters of the grouting strengthening area are increased by 50%, the plastic zone will no longer be connected. After grouting strengthening measures are taken, the settlement value of the arch top is controlled within one cm, and the construction safety is improved. The bending moment at the connection part of the steps is relatively large, and the initial support strengthening measures should be appropriately taken to ensure the stability of the support during the construction stage. Related Articles | Metrics

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Deformation Analysis of a Deep Excavation Supporting System for a Three-Story Subway Station CHEN Dimeng 2026, 40 (2):  179-183.  Abstract ( 25 )   Save This article presents a case history project of a 3-story underground station of Fuzhou Metro Line 4. The construction supporting system of a 26.1 meters deep excavation is introduced. The horizontal displacement of the diaphragm wall, the vertical settlement of the steel soldier pile and the axial force of the support are monitored. The monitoring data show that, during the excavation of a standard section, the soldier pile bulge with the excavation depth and time. As the soldier pile bulges, cracks appear at the junction of the soldier pile and the first concrete supporting waler. These cracks have a negative impact on the distribution of axial force and the stability of the horizontal supporting system. The artesian water in the cracks of the soil also has a significant impact on the uplift of the soldier piles. By analyzing the deformation data and patterns of the excavation supporting system during the excavation, it is explored that shortening the excavation exposure time is the best way to reduce the deformation of the excavation supporting system. Related Articles | Metrics

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Causes of Instability and Deformation of Zhangjiagou High Fill Slope in Shiyan and Mitigation Recommendations ZHU Wencai, CHEN Jiangjun, WANG Fang, ZHANG Gengli 2026, 40 (2):  184-189.  Abstract ( 19 )   Save A Zhangjiagou fill slope in Shiyan with a height between 10.0 and 15.0m is unstable and deformed due to the influence of Huaxi Autumn in 2023 and other factors. According to the geological conditions, deformation characteristics and influencing factors on this fill slope, a genetic failure mode is summarized as follows: the fill load on the top of the slope and the forward slope structure provide basic conditions for the occurrence of the deformation and instability; the instability and deformation caused by the insufficient strength of the retaining structure and the foundation bearing capacity cannot be avoided; and the saturated weight and strength reduction of the fill soils caused by heavy rainfall are also the contributing factors of excessive deformation and instability. The excessive deformation of the fill slope development process has experienced three stages: initial stage, creep stage and failure stage. The stability analysis shows that the fill slope is in a stable state before the fill operation started; This slope is in a partial unstable and marginally stable state after the fill loading. The integrity of the support structure at the free face of the fill slope has been damaged. Considering the cost, difficulty, time and other factors, it is recommended to remove the fill and its support structure of the slope to eliminate the hidden factors of geological hazards. Related Articles | Metrics

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Stability Evaluation of MultiParameters and Its Application of Landslide—Case History of a Shushang Slide in Xianning City, Hubei Province GAN Chaohui, CHEN Shujuan, ZHANG Xiongwei, LU Yingfa, YANG Hao 2026, 40 (2):  190-197.  Abstract ( 19 )   Save The unbalanced thrust method is widely used in the control design of landslide, and the anti-sliding force is taken based on the unbalanced thrust. But the calculated stability coefficient does not indicate the stability degree in different directions, and the value of anti-sliding force in different directions is not also given. Based on the analysis of the traditional stability coefficient method, the shortcomings of the traditional stability analysis are raised. The partial coefficient design method of the stability analysis of landslide is proposed by using the multi-parameters stability index. The stability characteristics in different directions of a Shushang landslide in Xian’an District of Xianning City, Hubei Province are analyzed by using of the multi-parameter stability evaluation index. With the field investigation and survey, the corresponding control measures are formulated with the help of the layout position of anti-sliding measures, the value selection method of anti-sliding force and the partial coefficient design method proposed in this paper, and the strength and stiffness requirements for control measures have also been suggested. The results show that the location selection of control measures, the determination of anti-sliding force and the partial coefficient design method of the landslide are feasible after years of operations.  Related Articles | Metrics

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Analysis of Deformation and Failure Process of a Highway Tunnel Slope Induced by Rainfall LIU Bin 2026, 40 (2):  198-201.  Abstract ( 17 )   Save Due to the influence of tunnel excavation disturbance and rainfall infiltration, the deformation and stability of a tunnel entrance slope of the expressway have always been the focus of safety construction. The case history of the deformation and failure of a high-speed tunnel entrance slope in Guangxi is presented in this paper. Throughout the on-site geological hazard investigation, the main stratigraphic lithology and geological structure of the tunnel entrance slope, slope cracking and deformation, tunnel collapse and other characteristics are obtained and well understood. Combined with the monitoring data, the main influencing factors of the deformation and failure of the object project are proposed. The numerical simulation is used to reproduce the deformation and failure process of the tunnel entrance slope induced by rainfall. The range of deformation and failure, development and evolution process and safety factors are analyzed, and compared with the field failure mode observed. It is considered that the deformation and failure process is tunnel excavation-slope deformation-critical failure-rainfall infiltration-slope weakening-joint tension slip-slope deformation and failure-additional external force-tunnel collapse and roof fall. Related Articles | Metrics

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Influence of Cross Street Tunnel Jacking on the Deformation of Underlying Existing Rail Transit Tunnels SHEN Xiaoming, ZHANG Lingxi, MA Zhenwang 2026, 40 (2):  202-206.  Abstract ( 19 )   Save Based on the shielded excavation interval between Xiuyi station and Kunshan City Square Station of Suzhou rail transit line No. 11, a three-dimensional numerical model was established. The numerical model considers the relative position of the working shaft of the pedestrian crossing, the jacking tunnel and the shielded excavation tunnel. The stress and deformation of the shielded tunnel during the excavation of the working shaft foundation pit and the jacking construction of the tunnel jacking are simulated and analyzed, which were calibrated with the field monitoring data. The research results show that: the construction of tunnel jacking and working shaft foundation pit finally produces vertical heave deformation of the lower rail transit tunnel, the influence of tunnel jacking construction duration on the disturbance of the lower shield tunnel is greater than that of the working shaft foundation pit of the tunnel jacking, and the tunnel jacking within 5m of the shielded tunnel has the largest heave deformation rate on the shielded tunnel, and the field monitoring data is generally consistent with the numerical calculation, which verifies the rationality of the numerical calculation. Related Articles | Metrics

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Stability Analysis and Remediation Plan for a Landslide in Pingnan County HAN Jian, DOU Jubo, TIAN Linan 2026, 40 (2):  207-211.  Abstract ( 18 )   Save A landslide in Pingnan County has experienced significant instability due to excavations from residential construction and rainfall, posing a severe threat to the safety of nearby residents’ lives and property. To address this hazard, this study integrates field investigation results to systematically analyze the geological conditions and deformation-controlling factors of the landslide. The stability of the landslide under natural and storm conditions was quantitatively evaluated using the strength-reduction method. Based on the stability analysis results, referring to similar engineering cases, a comprehensive remediation plan, “retaining panels + active protection nets + drainage interception + slope vegetation,” was proposed. The stability of the landslide after remediation was further analyzed. The results indicate that the stability coefficients of the landslide under the two conditions were 0.833 and 0.965, respectively, both indicating an unstable state. After reinforcement, the stability coefficients increased to 1.240 (natural condition) and 1.186 (storm condition), satisfying the relevant specifications. The research findings provide a theoretical basis and engineering references for the prevention and control of similar landslide hazards. Related Articles | Metrics

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Impact of Underground Connection Tunnel Construction on the Safety of an Existing Bridge GUO Jinxue, CUI Qinglong, PENG Wenbo 2026, 40 (2):  212-217.  Abstract ( 17 )   Save A proposed underground connection tunnel is to be constructed within the safety protection zone of Yanxia Bridge in Wuhan City to improve the local business and integrate resources. To ensure the progress of the underground connection tunnel renovation project and the safety of Yanxia Bridge, the project potential risks are first identified based on the exploration data. Then, the current condition of the bridge structure is evaluated. The current structural characteristics are collected through research and on-site investigation to determine the structural safety control index values. Numerical analysis is conducted using the geotechnical finite element software 3D MIDAS/GTS to select effective structural deformation control indicators. The research results show that the single-pier settlement, pile foundation horizontal displacement, and bridge pier inclination caused by the project construction are all within the deformation control standards and basically do not affect the safe operation of Yanxia Bridge. To ensure safety during the project implementation, it is necessary to strengthen special monitoring, formulate emergency plans and special construction plans. Related Articles | Metrics

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Mechanical Mechanism and Application of Anchored Soldier Pile-Type Retaining Wall PAN Shijia, DING Jinying, WU Zhengchao, ZHANG Caibing, YANG Yunbin 2026, 40 (2):  218-223.  Abstract ( 20 )   Save The accelerated development of urbanization has led to an increase in the number of deep excavation projects, which has also increased the complexity of their mechanical mechanisms, making the traditional single excavation support structure show significant limitations. Based on typical deep excavation projects in the Guiyang area, combined with the key and difficult points of the projects, an anchored soldier pile retaining wall support structure is proposed. The mechanical characteristics and suitable application aspects of this structure are explored through theoretical analysis, mechanical analysis, and case verification. The results show that: 1) within a depth range of 5m in the dual-layered stratum structure of rock-soil mixed deep excavation projects in Guiyang, the lateral earth pressure on the excavation slope is relatively small, and the soil pressure distribution pattern is nearly “inverted funnel” shaped, with abrupt changes near the rock-soil interface, forming a multi-peak distribution characteristic; 2) the anchored soldier pile retaining wall is a combined structure consisting of an upper cantilever section and a lower anchor tension section. The cantilever section bears the smaller soil pressure on the upper part, while the anchor tension section bears the larger and more complex multi-peak abrupt rock-soil pressure on the middle and lower parts. The force model is clear, safe, and efficient; 3) the top row of anchor of the soldier pile retaining wall is generally set 2.0m to 6.5m below the pile top, which can avoid the risk sources such as the comprehensive pipe network area, building basement, and pile foundation within a certain range behind the foundation pit slope. Compared to the double-row pile support structure, it saves 2.0 m to 8.0 m of temporary land use on the slope top, making it more suitable; 4) the cost of anchored soldier pile retaining wall support is about 80% to 90% of the cost of anchored sheet pile retaining wall support and 35% to 45% of the cost of double-row pile support. It is more economical. The use of anchored soldier pile anchor rod retaining wall for supporting deep excavation projects with a dual-layered stratum structure where the upper part is soft soil and the lower part is hard rock has achieved significant results. The research findings can provide reference for similar deep excavation support projects. Related Articles | Metrics

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Self-Equilibrium Method Based on P-y Curve to Estimate the Lateral Capacity of Pile#br# LI Dan, GAO Xinnian, 2026, 40 (2):  224-231.  Abstract ( 16 )   Save This study introduces the principle of self-balancing test for the assessment of the lateral capacity of piles. It establishes the loading pattern and the lateral capacity estimation method using a horizontal self-balancing test method. The p-y curve method can objectively reflect the deformation characteristics of the horizontally loaded pile. The corresponding test results are obtained by using the model test of the self-balancing pile and the traditional horizontal static load pile loaded by the self-balancing method and the traditional static load loading, respectively, so as to obtain the relationship between the ultimate soil resistance  pu on the side of the self-balancing test pile and the buried depth z, the relationship between the displacement y of the two test piles and the buried depth z. To consider the correlation between the displacement of the self-balancing pile test and the traditional pile test, the approximate pile displacement curve y(z) is simplified, and the eigenvalue of the pile displacement is proposed. It is found that the ultimate soil resistance pu on the pile side in the same soil is basically linearly correlated with the buried depth z, and the eigenvalue of the displacement of the self-balancing test pile and the traditional test pile is converted into the weights of the influencing factors under the interaction between pile and soil, and is converted accordingly. By converting the coefficients, it is possible to perform simplified and accurate calculations of horizontal self-balancing. The results show that the horizontal bearing capacity of the pile foundation calculated by the self-balancing method is similar to the traditional static load test value, indicating that the self-balancing method is effective in determining the lateral capacity. Related Articles | Metrics

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Deformation Evolution of Mountain Mines under the Action of Underground Multi Seam Mining ZHOU Lei, LI Qianhui, ZHU Tao, TAO Tongwei, 2026, 40 (2):  232-237.  Abstract ( 14 )   Save The southwestern region of China is mainly characterized by mountainous landforms, widely distributed with high and steep slopes, and complex geological environmental conditions. In addition, with abundant mineral resources and frequent coal mining activities, large areas of goaf are formed, and slopes with multiple coal seams often suffer from collapse and sliding disasters; As a result, it causes huge loss of life and property. The article presents the Fa’er Coal Mine in Guizhou Province as case history and uses the discrete element particle numerical simulation method to study the deformation and evolution of mining slopes under the action of multiple coal seam mining. The research results indicate that after coal seam mining, the roof of the goaf begins to collapse and sink, gradually being compacted; The boundary of the goaf first generates mining induced fractures, which then expand towards the overlying rock mass. As the number of mining layers increases, the deformation intensifies, and the fractures develop towards the goaf direction of the slope, forming a potential sliding surface; The slope of the mine gradually develops into an unstable slope, leading to catastrophic geological disasters. Single coal seam mining causes less disturbance to mining slopes, while multi coal seam mining with more layers causes greater disturbance to mining slopes. Multi seam mining provides corresponding breeding conditions for the occurrence of geological disasters in mines. The deformation evolution of mines under the action of multi coal seam mining can be divided into four stages: surface transformation, collapse and subsidence, crack propagation, and critical collapse and sliding. Related Articles | Metrics

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Study on Initial Damage and Mechanical Properties of Rock CHEN Junhua, JI Xinping, MU Jiejie, YANG Bai, CHEN Aijun, WU Di 2026, 40 (2):  238-242.  Abstract ( 14 )   Save This paper presents the study on the correlation between the initial damage of rock defined by different parameters and the uniaxial compressive strength of rock. The basic mechanical parameters of limestone and basalt samples are obtained by acoustic wave velocity test and uniaxial compressive test. These parameters are used to define the initial damage of rock samples, and then the relationship between different types of initial damage variables and uniaxial compressive strength is analyzed. The results show that when using various parameters to define the initial damage of rock samples, the relationship between different types of initial damage variables and uniaxial compressive strength is approximately linearly negatively correlated. Among them, the limestone samples have the strongest linear correlation between the initial damage of the rock defined by the longitudinal wave velocity and its uniaxial compressive strength. The basalt samples have the strongest linear correlation between the initial damage of the rock defined by the static elastic modulus and its uniaxial compressive strength. The correlation between the initial damage of the rock defined by the Poisson’s ratio and its uniaxial compressive strength is poor, which is not suitable for measuring the initial damage degree of the rock. Related Articles | Metrics

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Numerical Simulation Analysis of Asymmetric Double-Arch Tunnel Construction in Concealed Excavation of Silty Clay Stratum GOU Kaibing, NIU Rui, LI Naiyi, WANG Anyuan, LIN Chao, ZHANG Zhiguo 2026, 40 (2):  243-246.  Abstract ( 17 )   Save The difficult problem of landslides in doublearch tunnel construction under silty clay stratum is presented in this paper. The Suzhou International Rapid Logistics Corridor project is evaluated as a case history.  Based on numerical simulation, the excavation process of the “three-guideway method” for the construction of a double-arch tunnel in a silty clay stratum is simulated by considering factors such as tunnel topography, geological conditions, and construction stages. To minimize construction collapse, the tunnel design adopts the double-link arch composite lining structure to reduce the influence of complex strata on the lining. Among them, pipe curtains, pipe shed and overtopping anchor are used as overtopping support. Ground anchors, reinforcing mesh, shotcrete and steel arch are used as initial support. Finally, pouring reinforced concrete lining as secondary lining. The soil displacement and stress distribution around the tunnel were analyzed, and the feasibility and safety of the method were verified. The results of the study can provide reference for the construction of similar projects. Related Articles | Metrics

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Study of Impact of Rainfall on Slope Stability Using COMSOL Software NIU Mingxuan 2026, 40 (2):  247-251.  Abstract ( 17 )   Save The examination of slope stability is a crucial facet in the field of slope engineering, with rainfall identified as a primary hazard for inducing instability. The investigation into how rainfall infiltration impacts slope stability is of utmost importance for devising effective strategies to prevent and mitigate the risks associated with landslide phenomena. In this regard, the current study leverages the advanced capabilities of COMSOL Multiphysics software to develop a comprehensive model that intricately couples unsaturated seepage and stress mechanics within slopes. Through the application of the strength reduction method, this research delves into the complex interplay between rainfall and its effect on the stability of slopes. The findings from this study shed light on the fact that rainfall triggers a noticeable shift in the slopes downwards, which, intriguingly, do not revert to their original state even after the rainfall has ceased, thereby elevating the risk of slope failure. When it comes to determining the stability coefficient utilizing the strength reduction method, it is observed that the choice of methodology for instability assessment can lead to varying outcomes in terms of stability coefficients, thus highlighting the importance of selecting a method that best fits the specific circumstances at hand. Additionally, the research points out that rainfall significantly lowers the stability coefficient of slopes, and although there is a slight improvement once the rainfall stops, the degree of recovery is limited. This underlines the inherent challenges in fully restoring slope stability to its pre-rainfall condition, emphasizing the persistent impact of rainfall on the structural integrity of slopes and the complex challenges involved in mitigating such effects. Related Articles | Metrics

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Estimate the Maximum Water Level Drop Depth Outside the Pit by Suspended Watertight Curtains TANG Hong, LI Jie 2026, 40 (2):  252-256.  Abstract ( 10 )   Save A suspended watertight curtain pit with deeper submersible aquifer is presented as a case history. Throughout the establishment of theoretical formula analysis and finite element verification, the effect of excavation descending on the head at the depth of the maximum water level drop outside the pit, and analyze the change rule of the embedding depth of water stop curtain on the head at the depth of the maximum water level drop outside the excavation under the different ratios of the pit radius and the submersible aquifer. The head at the depth of maximum water level drops outside the pit after the excavation dewatering is obtained by equating the pit to a large dewatering well and bringing the formula for the influx of water in the pit into the formula for the pumping capacity of a single well of a pumping well. With the increasing ratio of pit radius and submerged aquifer thickness, the water-stopping efficiency of the suspended watertight curtain is first strengthened and then weakened until it stabilizes. In the ratio of pit radius and submerged aquifer is about 0.7, the watertight curtain water-stopping efficiency reaches its maximum. The theoretical formula estimation results in the pit radius and submersible aquifer thickness ratio of 0.7~1.6 and the finite element analysis results are closer, and in its ratio of 1.3 when the results are basically consistent. Under the ratio of pit radius and submerged aquifer thickness, the change rule of water stopping energy efficiency is the same in the theoretical formula and the finite element analysis results, while the finite element analysis results are slightly larger. By correcting the minimum seepage path the corrected results are closer to the finite element analysis than the original theoretical formulate. Related Articles | Metrics

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Analysis of the Impact of Floating Boulders on Slope Stability ZHANG Yuming, LUO Yuechun, TANG Changyi 2026, 40 (2):  257-261.  Abstract ( 15 )   Save There are a large number of floating boulders in slopes in the southern coastal areas of China. Due to the ambiguousness of floating boulders on the sliding behavior of slopes, the stability analysis and slope treatment of floating boulder slopes are uncertain. To reveal the impact of floating boulders on the stability of slopes, a finite element model of the slope was established based on the ABQUS software, and floating boulders were generated using the Monte Carlo random method within the model. The interface adhesive behavior was established between the contact surface of the boulder and soil, and the interaction relationship between the rock and the soil was simulated. Subsequently, the slope stability was examined using the strength reduction method. At the same time, a comparative verification was conducted with the analysis results of Li Zheng’s circular arc sliding. The study results are follow: For homogeneous slopes, the analysis results of the finite element model are consistent with those of the sliding calculation of the Li Zheng circular arc, proving the feasibility of the finite element model boulder; Floating boulders can increase the safety factor of the slope to some extent; Floating boulders have a significant impact on the characteristic of slope failure and the development of plastic deformation zones, with the main feature being that the sliding surface of the slope will bypass the floating boulders and present a “aroundrock” effect; moreover, the floating boulders can significantly reduce the development of plastic deformation in areas outside the main sliding surface; as the volume of the total floating boulder increasing, the safety factor of the slope was significantly improved. Related Articles | Metrics

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Analysis Methods for Consolidation Coefficients of Deep Soft Soils in Hengqin, Zhuhai WU Weiliang, LIN Zongtao, XING Yijiang, LI Yi, LIU Jikai, LUO Wuzhang 2026, 40 (2):  262-265.  Abstract ( 17 )   Save The high-water content, high compressibility, and low strength of deep soft soils often pose significant threats to the stability and safety of geotechnical engineering projects. Based on the analysis of physical properties of peaty and organic soils, a comparison was conducted between the coefficient of consolidation calculated by Terzaghi consolidation theory formula and the coefficient of consolidation obtained from laboratory tests to evaluate the applicability of theoretical formula to provide theoretical basis for similar engineering constructions. Results show that the consolidation coefficients of peat soil by Terzaghi formula are 4.3 to 6.8 times the vertical consolidation coefficients obtained from consolidation tests, and 0.8 to 1.4 times the horizontal consolidation coefficients. As for organic soils, the calculated consolidation coefficients using the theoretical formula differ from the consolidation coefficients obtained from consolidation tests by 1 to 3 orders of magnitude, indicating a large deviation. Therefore, it is not recommended to use Terzaghi consolidation theory to calculate the consolidation coefficients of organic soil. Related Articles | Metrics

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Ground Settlement Characteristics under Reinforcement of Soft Soil Tunnel and Train Load DONG Jiawei, YU Feng, LI Ying, CHEN Qingnan 2026, 40 (2):  266-272.  Abstract ( 12 )   Save During subway operation, the soil strata where the tunnel is located continue to experience settlement, and the dynamic load of trains is an important factor that cannot be ignored. To study the settlement pattern of soft soils under train load, a three-dimensional numerical model was established using the finite element software ABAQUS, combined with a section tunnel in Hangzhou that has already been laid but not yet in operation. The influence of different train speeds and tunnel depths on the soft soil layer was analyzed, and a settlement control and reinforcement measure was proposed. The research results indicate that for the same tunnel depth, the higher the train speed, the shorter the time the subway operates at the same node. The earlier the node reaches the maximum vertical displacement, but the smaller the vertical displacement it reaches; At the same train speed, the settlement of the soil beneath the tunnel decreases as the depth of the analysis point increases; At the same train speed, the deeper the tunnel is buried, the smaller the settlement of the tunnel arch bottom; The maximum settlement of the arch bottom of the reinforced tunnel under a single train load is 1.37 mm, with a controlled settlement ratio of 19.9%. The cumulative settlement of the subway after 20 years of operation is predicted, and the settlement of the reinforced tunnel is significantly reduced. Related Articles | Metrics

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Correlation Analysis of Clay Mineral Composition and Shear Strength of Weak Interlayer LIU Bingcai, JIANG Xingyuan, 2026, 40 (2):  273-278.  Abstract ( 20 )   Save To study the mechanism of clay minerals that control the softening of soft interlayers under different water contents, six types of soft interlayers in Guizhou province are collected as research objects. Direct shear tests of soft interlayers with different water content are carried out to analyze the change trend of cohesion and internal friction angle of soft interlayers with different water contents and the control effect of clay on the change trend of soft interlayers. The results show that: Montmorillonite, Illite and Chlorite contents control the variation trend of shear strength parameters of weak interlayers. (1) With the increase of water content, the cohesion and internal friction angle of the weak interlayers show a downward trend, but the change trend of different weak interlayers is different. (2) When the content of Illite in the weak interlayer accounts for more than 53% of the clay mineral content, the change trend of cohesion is similar to that of Illite; When the content of Montmorillonite exceeds the content of clay minerals by 22% and the proportion of Illite is less than 53%, it is similar to Montmorillonite. (3) When the content of Montmorillonite is more than 38% of the clay mineral content, and there is no chlorite, the change trend of internal friction angle is similar to that of Montmorillonite; When the proportion of Illite exceeds 45%, and there is no chlorite, it is similar to Illite; When Chlorite exists, and chlorite accounts for more than 26%, it is similar to chlorite. (4) In the same moisture content range, the cohesion of Montmorillonite is greater than that of Illite, and the internal friction angle of Montmorillonite is the largest, followed by Illite, and chlorite is the smallest. Related Articles | Metrics

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Stability Evaluation of a Slope Using Geostudio and FLAC3D ZHU Xingzhi, WANG Xueguang, ZOU Haiyun, XU Xiaofang, LONG Yixin 2026, 40 (2):  279-283.  Abstract ( 13 )   Save With the rapid development of mountain highways, the problem of high slope stability caused by them also needs to be solved urgently. After excavation, the safety factor of the slope will be reduced, and the slide may occur at any time. Therefore, the stability of the slope after excavation should be evaluated before excavation and dynamically designed to prevent landslides. Based on a highway in Sichuan, the Mohr-Coulomb model is used to analysis the safety factors of the slope before and after excavation by using Geostudio and FLAC3D numerical simulation. The safety factor under different methods is compared, and the maximum horizontal displacement, shear strain increment and shear stress of the slope before and after excavation are analyzed. Finally, the support suggestions for the slope are proposed. The results show that after the slope is excavated, the stability is reduced, and if it encounters extreme conditions such as earthquakes and heavy rains, the safety factor may be reduced again, and there is a risk of instability, so it should be supported in time.  Related Articles | Metrics

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Study of Pile Spacing on Bearing Performance of CEP Group Pile Foundations with Low Bearing Platforms YU Yawen, QIAN Yongmei, LIU Zunpeng, TENG Da, MA Miao 2026, 40 (2):  284-287.  Abstract ( 17 )   Save The ANSYS finite element simulation and analysis method is used to establish five groups of four-pile models with different pile spacings. The composite stresses are applied to the low-bearing platform CEP group pile foundation under different pile spacings. The displacement distributions are mapped, and the load-displacement curves are obtained. The interaction pattern between pile-soil-bearing platforms determines the most reasonable pile spacing arrangement for the group pile foundation. The results show that the larger the pile spacing, the stronger the bearing capacity of the group pile foundation, but the bearing capacity is not proportionally increased, and when the pile spacing is larger than 4 times the diameter of the disc overhang, the bearing capacity of the low-bearing platform CEP group pile foundation is not significantly increased. The most reasonable arrangement of pile spacing should be 3.5~4 times the diameter of the disk overhang, and the bearing platform and bearing disk play an important role in resisting external loads. This conclusion will make up for the shortcomings of domestic and foreign research in the field of CEP piles and provide more reliable theoretical support for the application and promotion of CEP piles in practical engineering in the future. Related Articles | Metrics

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Nonlinear and Smooth Descriptions of the Double Yield Surfaces for Sands LI Tao, LI Xingle, ZHOU Ji, ZHOU Zhiwu, ZHANG Bo 2026, 40 (2):  288-295.  Abstract ( 16 )   Save The performance of the yield surfaces of saturated sand is presented in this paper. The objective of this study is to improve the shear yield criterion and volumetric yield criterion in the constitutive model of sand material. A new type of nonlinear shear yield criterion and an improved volumetric yield criterion are proposed. The new shear yield criterion adopts a quadratic polynomial to describe the shear yield surface. The improved volumetric yield criterion combines ellipse, linear and smooth functions to describe the volumetric yield surface. These criteria are verified by the triaxial compression test data of Ottawa sand and Earls Creek sand. The research shows that the nonlinear shear yield criterion can describe the nonlinear growth of the shear yield surface on the q-p plane with the increase of the effective mean stress, as well as the phenomenon that the shear yield surface does not pass through the origin of the q-p plane. The improved volumetric yield criterion can describe the phenomena that the contractive and dilatant parts of the volumetric yield surface on the q-p plane move and deform in the positive direction of the p axis with the increase of the confining pressure, and that the volumetric yield surface is smooth everywhere. The results indicate that the new criteria can accurately describe the yield characteristics of sands and are of great significance for promoting the theoretical development of the soil constitutive model. Related Articles | Metrics

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Study on the Risk of Partitioned Construction of a Large and Irregular Deep Excavation to the Safety of Adjacent Rail Transit Structures ZHA Hongxing, YU Shengwei, PAN Xinfa, JIAO Binbin, LI Jinbiao 2026, 40 (2):  296-299.  Abstract ( 13 )   Save This paper focuses on the deep excavation project of Block Sudi 2023-WG-63, located adjacent to Heshan Station on Suzhou Metro Line No. 3. Based on the unique characteristics of deep excavation and its relative position to the metro structure, a three-dimensional simulation model was established using three-dimensional modeling software to analyze the safety impact of partitioned construction of a large and irregular-shaped excavation on the existing metro structure. The research results indicate that the deformation of the existing metro structure primarily occurs during the excavation phase, with the excavation of Area B being the most significant phase of impact. The excavation has a greater effect on the ancillary facilities of the station than on the main station structure, and the deformation is mainly vertical. Adopting a construction sequence of “deep before shallow, far before near” during excavation can effectively reduce deformation and displacement of the station structure, guaranteeing the safe functioning of the current stations and sections. Related Articles | Metrics

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Optimization of Axis Direction of Underground Caverns under the Control of Complex Rock Mass Structure WANG Yuanyou, CHEN Guoliang 2026, 40 (2):  300-306.  Abstract ( 12 )   Save The axial arrangement of underground caverns is crucial and complicated in complex rock structures. This article explores the optimization selection of underground caverns axis in a pumped storage power station influenced by complex rock structures and geo-stresses. By employing a multi joint constitutive model for efficient consideration of multiple rock mass structures, preliminary and refined optimization of the cavern axis were conducted. The excavation response of surrounding rock is presented as the evaluation index, an optimization method for tunnel group axis direction was proposed. Results show that two dominant structural faces significantly affect the cavern group’s excavation response. Under advantageous structural planes control, differences exist in the caverns’ deformation and plastic zone distribution patterns and quantities. Under structural planes control, the cavern group’s maximum deformation occurs on the upstream side wall. Comparing the proposed 290°, 0°, and 330° axis directions, 0° is better than 290° based on deformation and plastic zone. Considering the near NE direction of water flow, current 290° axis is reasonable. Within 285°-295°, axial direction has little impact on cavity excavation deformation and plastic zone. Quantitative comparison indicates the 285° direction is optimal under current conditions. This study offers references for similar project construction and research. Related Articles | Metrics

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Impact and Stability Analysis of New Highway Overpass Bridge Construction on Existing High-Speed Railway Embankment HUANG Xin 2026, 40 (2):  307-312.  Abstract ( 11 )   Save The construction of a new highway overpass bridge imposes significant additional horizontal stresses and displacements on adjacent existing high-speed railway embankments, potentially affecting operational safety. This study evaluates the impact using the Minhou-Pingtan Expressway project crossing the Hangzhou-Shenzhen Line as a case study. Three-dimensional finite element models (Midas GTS NX) simulated bridge piers and railway embankments, while two-dimensional models analyzed deep excavation and support effects. Lizheng Slope software additionally assessed slope stability. Comprehensive analysis confirms the construction impact on the high-speed railway subgrade is controllable, with all displacement and deformation values meeting regulatory requirements. Related Articles | Metrics

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Design of a Contaminated Soil Excavation Project CAI Jiaojiao, LIU Xinyu, CAI Yuxiao 2026, 40 (2):  313-317.  Abstract ( 13 )   Save The excavation method is widely used in contaminated soil remediation projects, but the pit formed by contaminated soil excavation is significantly different from the traditional construction of deep excavation projects. In the view of the dual engineering-environmental attributes of excavation for contaminated soil remediation, this paper systematically analyzes the characteristics of contaminated soil excavation projects, including the irregularity and uncertainty of the excavation scope, the risk of secondary pollution, and the sustainability of land reuse. It proposes technical requirements for support design centered on dynamic design, pollution prevention and control, and green construction. A comprehensive technical route for the design of contaminated soil excavation pits is established, encompassing “data collection, determination of excavation scope and depth, foundation pit support design, foundation pit seepage prevention and drainage design, earth excavation, foundation pit monitoring and inspection, and earthwork backfilling.” This paper summarizes common support methods and design essentials for contaminated soil excavation pits. The research results can provide reference for the design of excavation pits for contaminated soil remediation, promote the extension of foundation pit support technology to environmentally sensitive scenarios, and facilitate the restoration, regeneration, and sustainable development of land resources. Related Articles | Metrics

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Impact Analysis of Deep Excavation on the Adjacent Railway Embankment LIAO Fengkai 2026, 40 (2):  318-322.  Abstract ( 14 )   Save With the continuous advancement of urban underground space development, the number of foundation deep excavation projects adjacent to railway subgrades is increasing. The soil deformation caused by foundation excavation may pose a significant threat to the stability and operational safety of railway embankments. This paper presents a deep foundation excavation project adjacent to a railway embankment as the case history. By using numerical simulation methods, the distribution characteristics of the soil displacement field during the foundation excavation process are analyzed and the influence pattern of deep excavation construction on the settlement and horizontal displacement of the adjacent embankment are investigated. The research results show that the embankment settlement caused by the excavation increases nonlinearly with the increase of excavation depth, and the maximum deformation of the embankment adjacent to the railway is 5.3mm. During the excavation, the settlement changes within the roadbed range are relatively small, the gauge deviation is small, and the deformation of the roadbed meets the requirements of the deformation control standards for regular maintenance. The deep excavation construction has a relatively small impact on the settlement and deformation of the Jiaobranch line. It can provide theoretical basis and technical reference for the design and impact analysis of similar projects. Related Articles | Metrics

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Impact of Foundation Excavation on Adjacent Railway Using Numerical Simulation LI Xinjun 2026, 40 (2):  323-326.  Abstract ( 16 )   Save With the accelerated development of urban underground space, deep excavation projects adjacent to railway lines are increasingly common. The stress release in soil and groundwater seepage induced by excavation often lead to surrounding soil deformation, which may cause settlement of railway subgrades and pose a potential threat to train operation safety. This study presents the deep excavation of Danshuichi Station on Wuhan Metro Line No. 12 as a case study. Using FLAC3D numerical simulation software, a three-dimensional finite difference model was established to dynamically simulate the entire process of excavation and support. The influence of deep excavation on the settlement of adjacent freight railway subgrade was systematically analyzed. The results indicate that the settlement curve of the railway subgrade first increases and then decreases, with a maximum settlement value of 3.32 mm occurring at a distance of 19.76 m from the long side of the excavation. This settlement is within the allowable deviation limits of railway track geometry, indicating that the current construction plan has a controllable impact on the safety of the operational railway. It was also found that each excavation step causes significant settlement in the soil near the railway. Therefore, it is recommended to strengthen deformation monitoring of the adjacent subgrade during excavation and implement dynamic feedback control measures to ensure construction and operational safety. This study can provide a reference for the design and construction of similar deep excavations near railways. Related Articles | Metrics

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Comparative Analysis and Research on Deformation Control of Different Support Forms in Deep Excavation in Soft Soils LIAO Bin 2026, 40 (2):  327-331.  Abstract ( 15 )   Save To control the deformation of the excavation structure and surrounding environment, the bracing options with better deformation control effect is usually adopted for deep excavation in soft soils, the horizontal brace and the raker type brace are two commonly used forms of support. At present, research on support deformation control mainly focuses on a single support form. This paper presents a deep excavation project in Pudong New Area as a case history to analyze and study the deformation control effects of two support forms under same engineering conditions. Firstly, the deformation estimation results of the two support forms were compared and verified through the Qimingxing deep excavation analysis software and the finite element numerical analysis software. Secondly, the modified numerical model is utilized to simulate and analyze the deformation of the surrounding environment caused by deep excavation. Finally, the measured monitoring data during the deep excavation construction process are compared and analyzed with the numerical simulation deformation values, and then a comprehensive comparative analysis and research on the deformation control effects of the two support forms are conducted. The results show the, under the same engineering conditions, the peak horizontal displacement and deformation trend of the soldier piles under the two support forms are approximately the same. The measured horizontal displacement of the diagonal struts is slightly greater than that of the horizontal supports; For the settlement control effect of the protected objects outside the pit, the diagonal throw brace is slightly stronger than the horizontal support. Related Articles | Metrics

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Propagation Characteristics of Traffic Vibration in High Elevation Difference Sites and Vibration Reduction of Pile-Raft Foundations MA Dianjun, HAN Jiyue, Ji Yunhao 2026, 40 (2):  332-337.  Abstract ( 16 )   Save With the development of road traffic, the problem of environmental vibration has become increasingly prominent, especially in areas with high elevation differences where systematic research is still lacking. Based on the onsite measurement and finite element simulation of a high elevation difference raft foundation site in Taiyuan, the propagation characteristics of traffic vibration in high elevation difference terrain and the vibration damping effect of pile-raft foundation were analyzed. Research shows that after the vibration is transmitted from the stage to the stage, it presents obvious anisotropic directions. The RMS value of the velocity in the X direction is amplified by 31%, attenuated by 21% in the Z direction, and changes relatively little in the Y direction. The spectral characteristics have undergone significant changes, with a peak frequency shift occurring in the X direction. Finite element analysis shows that the vibration damping effect of pile-raft foundation improves with the increase of raft slab thickness, and the improvement in the horizontal direction is better than that in the vertical direction. When the thickness of the raft is 1.5m, the VC vibration levels in all three directions can be controlled below VC-D. The comprehensive results show that the adoption of a 1.5 meter-thick pile-raft foundation in the soil-like high elevation difference site in Taiyuan can achieve effective vibration control, providing an important reference for the engineering vibration prevention design under similar terrain conditions. Related Articles | Metrics

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Shear Strength-Swelling Effects of Rubber Fibers in Expansive Soils WANG Rongchang, YANG Zhongnian, SHI Wei, SUN Zhenxing, LING Xianzhang, MENG Xiang, ZHANG Zekai 2026, 40 (2):  338-343.  Abstract ( 14 )   Save Rubber is widely used in civil engineering as a material with high elasticity, low density and high durability. In this study, the shear stress-displacement response of the saturated rubber fiber reinforced soil with vertical stress of 50, 100, 200 and 400 kPa and rubber fiber content of 0%, 5%, 7%, 10% and 15% was studied. The test results show that: (1) rubber fiber reinforced expansive soil can significantly reduce the vertical displacement during soil consolidation. (2) ESR generally achieves peak shear strength at a shear displacement of 2 mm and converts from strain softening to strain hardening as the rubber fiber content increases. (3) Rubber fiber can significantly increase the cohesion of expansive soil, but the change of internal friction angle is not obvious. (4) The stress ratio Rτult parameter was introduced to describe the relationship between shear strength and fiber content and vertical stress, and it was found that fibers can improve the shear strength of reinforced soil. Related Articles | Metrics

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Experimental Study on Strength and Hydraulic Properties of Solidified Claystone Debris Using Cement as Modification and Consolidation Agent CHENG Shufan, 2026, 40 (2):  344-348.  Abstract ( 15 )   Save To promote the reuse of the waste rock debris, two typical claystone (A and B samples are collected from Tianshui, Gansu Province, and Changsha, Hunan Province respectively) are solidified by using cement as the modification and consolidation agent. The unconfined compressive strength, expansion deformation, and slake ratio are used as indexes, and the effects of solidification are evaluated. Then, modified sample’s mechanism was analyzed by scanning electron microscope (SEM) and nuclear magnetic resonance (NMR). The results show that cement modified and consolidation pretreatment could increase the strength and durability of claystone debris. However, the increase ratio of unconfined compress strength (UCS) is lower in the debris with high clay mineral content. When the mass fraction of cement is 7% and cured for 7 days, the UCS of A solidified body increases by 155%, and the UCS of B (whose claystone content is lower than A) solidified body increases more than 5 times. The Solidified A and B samples no longer completely disintegrate in water, and the 3h slake ratio decreased to 18.3% and 13.4%. Compared with only consolidation claystone debris, the porosity and pore size of the solidified debris are smaller. After the cement modification and consolidation, a large number of clay minerals are transformed from flocculent accumulation into massive polymers, which effectively improves the engineering properties of mudstone debris. Related Articles | Metrics

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Modification and Recycling of Waste Slurry in the Cast-in-Place Piles as Borehole Stability CHEN Zhidong, TAN Xiaodong, WANG Fengmei, WEI Xin 2026, 40 (2):  349-354.  Abstract ( 15 )   Save Cast-in-place concrete piles constructed using the slurry wall protection process often consume large quantities of bentonite slurry. The used slurry has a greatly reduced montmorillonite mineral content and is mixed with a large number of clay and sand particles to form a waste slurry with deteriorated performance. Most of the waste slurries were disposed of for transportation, which not only caused environmental pollution, but also wasted the montmorillonite minerals. In this study, the waste mud samples from two pile foundation construction sites in Shenzhen area were taken separately, and some additives (e.g. calcium bentonite,Na2CO3, CMC, etc.) were mixed into the slurry samples to carry out the experimental study of “mud modification”. It was found that a single admixture in the waste slurry cannot achieve the purpose of slurry modification, only according to the characteristics of the additives mixed with different additives to effectively realize the slurry modification; and in the study to improve the performance of the effective slurry required to be mixed with calcium bentonite, Na2CO3 and CMC additives in the optimal ratio of 0.1% Na2CO3, 0.1% CMC, and 2.5% Bentonite. The waste slurry was recycled for pile foundation construction after the performance improvement, and the results of the later excavation of grouted piles showed that it was significantly more effective than the waste slurry without improved performance. This is of great significance for the recycling of waste slurry in the field of pile foundation construction. Related Articles | Metrics

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Experimental Study on Measuring the Consolidation Coefficient of Saturated Soil Using Spade Shaped Probe for Pore Pressure ZHANG Zhanrong, LIANG Wei, PENG Junwei, ZHAI Tianqi 2026, 40 (2):  355-359.  Abstract ( 16 )   Save Consolidation coefficient is an important parameter for geotechnical evaluation, which can be used for soil consolidation analysis. Accurate determination of the consolidation coefficient is the key to estimate the consolidation drainage rate and degree of consolidation and control the accuracy of foundation settlement. Combined with the structure and test principle of the shovel-shaped probe, the dissipation characteristics of the shovel-shaped pore pressure are analyzed. The comparative study of the dissipation results with DMT and CPTU tests are performed. The time factor correction method is used to estimate the consolidation coefficient of saturated soil, and the correction time factor T*us in the spade shaped pore pressure dissipation test results is determined to be 1.13. The engineering application results in Shanghai area show that the theoretical model of spade-shaped pore pressure dissipation can be used to estimate the consolidation coefficient. The horizontal consolidation coefficient of spade pore pressure probe is consistent with that of cone pore pressure. The consolidation coefficient of laboratory test is 3-4 times different from that of spade pore pressure and cone pore pressure in clay, and one order of magnitude different in loose stratum. This research provides a reliable method for estimating the horizontal consolidation coefficient of spade pore pressure through dissipation test. Related Articles | Metrics

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Study on Shear Characteristics of Saturated Weathered Granite Residual Soil in Youxi Area DUAN Wenjie, FENG Zhaoyuan, YANG Xueqiang, LIN Xiyang 2026, 40 (2):  360-365.  Abstract ( 14 )   Save For weathered granite residual soil obtained from Youxi county of Fujian Province, the remodeled soil samples with three dry densities of 1.73, 1.64 and 1.56 g/cm3 were prepared separately. 12 conventional triaxial consolidated undrained shear tests were carried out in the 3 dry density groups with confining pressures of 100, 200, 300 and 400kPa, respectively. The results show that: 1) the deviational stressaxial strain curves under different dry density conditions show a strain hardening trend. When the dry density remains unchanged, the deviational stresses increase with the increasing of confining pressure and dry density. The greater the confining pressure is, the steeper the deviational stress rising presents as axial strain developing, and the deviational stress increasing trend gradually approaches stable as the axial strain further increasing. 2) Pore pressure increases non-linearly with the increase of axial strain at firstly, and then decreases slightly or remains stable after reaching the peak value; Under the same confining pressure level with the higher the dry density being, soil sample presents the smaller peak pore pressure. 3) Under the condition of the same dry density, as the confining pressure increases the stress ratio q/p，of soil sample decreases, and the decreasing range gradually converges with the increasing of confining pressure. The final stress ratio under low confining pressure is slightly higher than that under high confining pressure level. The stress ratio q/p, increases with the increasing of dry density under constant confining pressure condition. When the axial strain reaches about 30%, the stress ratio basically reaches a stable state. 4) The shear strength of soil is closely related to dry density. The internal friction angle and cohesion of soil under CU condition increase with the increasing of dry density, and the effective internal friction angle and effective cohesion also increase with the increasing of dry density. Under the condition of the same dry density, the effective cohesion is slightly greater than the cohesion under CU status, and the effective internal friction angle is slightly greater than the internal friction under CU condition. Related Articles | Metrics

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Influence of Pile Cap on the Soil Arching Effect of Rigid Pile Composite Foundation LI Jinming, YANG Yanwei, YU Chaojun, LI Yajun 2026, 40 (2):  366-371.  Abstract ( 18 )   Save Laboratory model pile cap tests are performed. The objective of these tests are to investigate the influence of different types of pile caps on the soil arching effect of rigid pile composite foundation, to fully utilize the mechanical properties of rigid pile composite foundation and to improve the bearing capacity and stability of composite foundation. These laboratory model tests are focused on the rigid pile composite foundation under different types of pile caps. The mechanism of soil between piles, pile head pressure, pile load sharing ratio and soil settlement between piles are investigated. The following results are obtained: (1) With the increase of embankment filling height, the soil pressure at the top of pile cap, between piles and the load sharing ratio of pile body increase, and the soil arch effect causes some embankment loads to transfer to pile shaft, and the soil arch effect gradually strengthens with the increase of the compression modulus of the bulk particle of pile cap. (2) under the same embankment height, the soil pressure at the top of the pile cap decreases with the increase of the top side length of the bulk solid, and the increase of the top side length of the bulk solid will inhibit the soil arch effect, while the change of the thickness of the pile cap has a small effect on the soil arch effect. (3) The application of the pile cap with the bulk solid in the rigid pile composite foundation has a certain effect on the soil arch effect. Related Articles | Metrics

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Monitoring and Analysis of Settlement Deformation of Subway in Granite Residual Soils YANG Pei 2026, 40 (2):  372-377.  Abstract ( 16 )   Save Shielded tunneling method is used in the construction of subways in many cities in China, which is applied to the construction of composite strata. The granite residual soil has the characteristics of low strength, high permeability and medium to low compressibility. In many areas, many problems have been encountered in the process of shield construction in granite residual soil stratum. To analyze the causes of surface subsidence and the pattern of surface subsidence, firstly, the Peck formula is used to predict and analyze the settlement between Gaoxinyuan Station and Shenda Station in the continuation project of Shenzhen Metro Line No. 1. Secondly, the on-site deformation monitoring data are analyzed, and the settlement of the left and right lines of the line is analyzed as a whole. Then, the causes of surface settlement are further analyzed and summarized. The analysis concluded that the depth of the tunnel, the buildings above the line, and the soil quality in the construction area all influence the settlement conditions of the line. Related Articles | Metrics

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Experimental Study on Axial Capacity Reduction Factor of Pile in Strongly Weathered Mudstone CHEN Tao, TAO Wenjun, CUI Xiao, DING Ya, LI Liangyuan, CAI Chengxi, CAO Wei 2026, 40 (2):  378-382.  Abstract ( 14 )   Save This study explores and analyzes the relevant theories and practical applications of the reduction factor for the axial capacity of pile in mudstone. The range of the reduction factor and the accurate axial capacity of piles in strongly weathered mudstone formation are investigated. This paper presents pile project case history of the east block of North Railway Station in Gulou District, Xuzhou City. The mudstone properties are tested through remolded mudstone samples, and the reduction coefficient of the axial capacity of piles in mudstone reshaping samples under different test conditions is also investigated. The results show that the reasonable value range of the uniaxial compressive strength reduction coefficient of mudstone reshaped samples is between 0.75 and 0.85. The reasonable value range of the triaxial compression strength reduction coefficient is between 0.4 and 0.6. The reasonable range of the reduction coefficient of lateral static pressure strength is between 0.7 and 0.9. The large variation of axial capacity of precast prestressed reinforced concrete pile in mudstone in the practice is also modified based on the investigation results. Related Articles | Metrics

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Experimental Study on Dynamic Properties of a Saturated Tailings Silt WANG Junfu 2026, 40 (2):  383-386.  Abstract ( 18 )   Save This paper presents experimental studies on the dynamic stress-strain relationship and the dynamic shear modulus properties of a tailing silt through a series triaxial tests under various consolidation stress conditions. The results indicate that dynamic stress-strain behavior can be effectively described by a hyperbolic model that demonstrates significant nonlinear characteristics. The initial dynamic shear modulus is influenced by multiple factors, including confining pressure, consolidation stress ratio, and void ratio. Specifically, it increases with higher confining pressure and consolidation stress ratio but decreases as the void ratio increases. Further analysis reveals a power-function relationship between the initial dynamic shear modulus G0 and the parameter σ3cKc This relationship allows for the normalization of G0 under different consolidation stress states, with minimal influence from the void ratio. The findings offer valuable insights for assessing the dynamic stability of similar tailings dams under seismic and other dynamic loading conditions. Related Articles | Metrics