20 February 2026, Volume 22 Issue 1
    

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  • Li Xiaodan, Yan Yueguan, Li Jing, Wang Yangyang, He Manchao
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 1-9. https://doi.org/10.20174/j.JUSE.2026.01.01
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    Taking the site planning of a university campus in Shandong affected by mining-induced subsidence as a case study, integrating interdisciplinary approaches from architecture,urban and rural planning,geology and mining engineering,and based on asystematic analysis of subsurface conditions,including geological structures,mining-induced subsidence effects,and fault distributions,this study proposes a design philosophy that “subsurface conditions determine above-ground planning,while above-ground planning guides subsurface investigation and design”,and advocates the implementation of design methods featuring,maximizing benefits while minimizing risks,capitalizing on inherent advantages,and integrated planning.With site stability zoning as a prerequisite,aspatial layout for high-rise,multi-storey,and landscape development zones is established,and campus form is optimized in accordance with landform characteristics,resulting in a free-form landscape pattern that responds to the terrain.The results indicate that: The proposed approach can avoid engineering remediation costs associated with mining-induced subsidence hazard zones,andachieve a high green coverage rate of approximately 84% within the built-up area.The research findings could provide technical support and methodological references for the planning of university campuses and similar sites affected by mining-induced subsidence.
  • Xu Jun, Cai Qiqi, He Ping, Jiang Min, Jiang Fei
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 10-18. https://doi.org/10.20174/j.JUSE.2026.01.02
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    The orderly development, planning and construction of underground space is an objective requirement for enhancing the safety and resilience of urban development. This paper first elaborates on five dimensions of urban underground space construction in the context of park cities: safety and resilience, quality of life, green and low-carbon, intelligence and smartness, and modern governance. The issues faced in the full-cycle development of domestic underground space due to the vast project scale and long construction period are summarized, which respond to the diverse needs of the park city concept. These issues are summarized as horizontal technological fragmentation and vertical transmission disconnection. Based on this, four stages of the master control mode for urban underground space construction are proposed, namely, "objective analysis and judgment-planning to deepen-design collaboration-digital and intelligent construction." Combined with practical application cases of the master control mode in underground projects, the paper illustrates the specific implementation pathways for achieving safe and sustainable development in park cities through full-lifecycle management processes.
  • Wu Shanshan, Bai Yunxi
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 19-28. https://doi.org/10.20174/j.JUSE.2026.01.03
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    Underground public space is a reserve of national spatial resources with development potential under the concept of stock development, and it is also an important component of the urban public space system. However, compared with above ground public space, underground public space involves more development entities, making it difficult to effectively coordinate and form a high-quality public space system. The flexible reward system, multi-party negotiation and discussion platform, and other multi-party collaborative mechanisms can mobilize the government, development entities, users, and third parties to participate in the creation of public spaces, and can solve the problems faced by underground public space development. This study utilizes case study method to thoroughly explore the construction and operation process of a public space system centered on underground pedestrian spaces in Sapporo. The study analyzes the collaborative mechanisms and models of multiple entities throughout the entire cycle of underground public space planning, construction and operation, which focus on the collaboration between government, local developers, the third organizations and citizens. The results show that: The Sapporo case has the advantages of integrating multi-agent coordination goal, quantifying elastic incentive measures of underground public space and constructing multi-agent coordination network with organization as media, which can provide reference for the development of underground public space in China.
  • Li Yueheng, Wang Shaojuan, Wang Ning, Di Shengtong
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 29-37. https://doi.org/10.20174/j.JUSE.2026.01.04
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    The underground space development is an important way for the rapid development of urban construction, and the suitability evaluation of underground space development is the primary work for the development and utilization of urban underground space resources. Coastal cities are more complex than inland cities, and the factors affecting the underground space development are also quite abundant. Taking the shallow layer ( 0~20 m) of the northern plain of Weifang City, Shandong Province as the research area, the index factors affecting the underground space development are fully investigated and analyzed, and a combining subjective and objective weighting method of the improved the structural CRITIC is used to determine the weight of the index. At the same time, the results of the suitability of underground space development in the study area were also visualized by weighting the sum of evaluation factors based on ArcGIS. The results show that:(1) The proposed improved the structural CRITIC weighting method not only increases the objectivity but also retains the weight of important factors. Compared with the traditional single weighting method, the combining subjective and objective weighting method is more scientific.(2)Fault structure, groundwater abundance and water level depth occupy an important position in the index, and the weights are 19.4 %, 12.2 % and 11.3 % respectively.(3) The percentage of area in the very suitable part is 12.6%, the more suitable area is 31.84%, the generally suitable area is 31.03%, the less suitable area is 18.93%, and the least suitable area is 5.59%.
  • Wei Gang, Zhu Dehan, Wang Zhe, Zhang Zhiguo, Shi Yufeng
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 38-46. https://doi.org/10.20174/j.JUSE.2026.01.05
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    Theoretical research is conducted on the soil deformation caused by the construction of overlapping tunnels under composite geological conditions. Based on the theoretical method of combining analogous considering the shielding effect of the stochastic medium theory and the three-dimensional unified solution, a computational model was established considering the shielding effect of theunderground tunnel on the deformation of the upper tunnel is taken into account. The calculation formula for soil deformation was derived. The theoretical method in this article was applied to multiple sets of measured cases for verification. Research indicates that: The calculation results have a good degree of fit, proving the feasibility of this method. Through single factor analysis, it is found that the soil conditions near the upper tunnel in overlapping tunnels have a significant impact on the deformation of surface soil. Compared to single line construction, the soil deformation caused by the upper tunnel in the overlapping tunnel from bottom to top is shallower and narrower due to the influence of the lower line shielding effect. The shielding effect coefficient proposed in this article can better reflect the influence of the lower line tunnel on the soil deformation of the upper tunnel. The magnitude of the shielding effect coefficient is inversely proportional to the distance between the tunnel axes, and the smaller the tunnel spacing, the greater the shielding effect coefficient.
  • Wang Zhaoyi, Zheng Fei, Li Zhi, An Xuefeng, Mo Chenglong
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 47-59. https://doi.org/10.20174/j.JUSE.2026.01.06
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    The joint roughness coefficient (JRC) of rock significantly influences the mechanical response and stability of rock joints, and it can be predicted based on the joint profile line geometry. This study developed a model, XGBoost-BO, which integrates eXtreme Gradient Boosting (XGBoost) and Bayesian Optimization (BO) to predict the JRC of rock joint profiles and investigated the impact of sample size and feature indicators on prediction accuracy and efficiency. Specifically, it includes: (1) Publicly available data from 112 rock structural surface profiles were used to expand the sample dataset using various interpolation algorithms, and the effects of expanding the dataset based on different interpolation algorithms were compared for prediction accuracy. (2) Analytical studies were conducted using the expanded sample dataset (448 samples in total, with 336 training samples and 112 test samples), and the model was analyzed using Shapley Additive Explanations (SHAP) for machine learning. R2, Mean Absolute Percentage Error (EMAPE), Mean Absolute Error (EMAE), and Root Mean Square Error (ERMSE) were used as performance metrics to evaluate the model's prediction accuracy. The results indicate that: The XGBoost-BO model performs well in predicting the JRC coefficients of rock joints. The prediction accuracy of the XGBoost-BO model (R2=0.912 1, EMAPE=0.102 3, EMAE=0.755 7, ERMSE=1.265 3), expanded by interpolation algorithm from the original sample data, surpasses that of the original sample data (R2=0.862 7, EMAPE=0.189 5, EMAE=1.341 8, ERMSE=1.751 3).
  • Li Xinwei, Yao Zhishu, Lu Lu, Huang Xianwen, Ye Ming
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 60-71. https://doi.org/10.20174/j.JUSE.2026.01.07
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    Hydraulic coupling is an important factor causing the instability of surrounding rock and water inrush disaster. The hydraulic coupling tests were conducted by using TAW-2000 rock mechanics testing system on the cretaceous weakly cemented red sandstone, the nonlinear mechanical behaviors and strength characteristics were analyzed under different seepage pressures and confining pressures, and the degradation mechanism of seepage pressure on red sandstone was explored. Combined with the effective stress principle, D-P criterion and strain equivalence theory, a damage constitutive model reflecting the hydraulic coupling effect was established. The results show that: Confining pressure restricts crack propagation and enhances mechanical properties. As confining pressure increases, the strength and elastic modulus of red sandstone increase, while the Poisson's ratio decreases; As the pore water pressure increases, the strength and elastic modulus of red sandstone decrease, and the Poisson's ratio increases, exhibiting a significant softening effect. Red sandstone has low clay mineral content and weak cementation ability, under the action of water pressure, the cement between particles dissolves and loses the cementation strength, resulting in a significant decrease in cohesion, the loss of cementation strength is the internal reason for the softening of red sandstone. The constitutive model established is suitable for conventional triaxial test and hydraulic coupling test, and can better describe the stress-strain relationship and the law of damage evolution of red sandstone. With the increase of parameter m, the plastic deformation ability of rock decreases, and with the increase of parameter F0, the rock resistance to damage and deformation increases.
  • Zhang Jian, Wei Junjie, Hu Zheng
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 72-81. https://doi.org/10.20174/j.JUSE.2026.01.08
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    Extreme environmental conditions, such as heavy rainstorms and urban waterlogging, can cause seepage within backfill, significantly reducing the passive earth pressure on retaining structures and compromising their stability. To study the earth pressure under the influence of seepage, a modified calculation method of the passive earth pressure of retaining structure considering the anisotropic seepage effect is proposed in this paper. The effective soil reaction distribution on the sliding surface was obtained by solving the modified Kötter equation, and the pore water pressure in the soil behind the wall was calculated by using the two-dimensional Laplace equation. Then the passive soil pressure coefficient of the retaining structure was calculated by an iterative trial and error method. This method obtains the position of passive earth pressure through moment balance, and can analyze the main controlling factors affecting the magnitude and distribution of passive earth pressure. The results show that the degree of seepage anisotropy has a significant effect on the magnitude and distribution of passive earth pressure. The passive earth pressure decreases with the increase of the anisotropy coefficient, and the maximum decrease can reach 20%. The increase of the effective internal friction angle and the decrease of the anisotropy coefficient will cause the decrease of the combined action position of passive earth pressure. Its action position will fluctuate within the range of 2/5 to 1/10 of the wall height.
  • Ping Qi, Liu Zixun, Kong Delong, Sun Dong, Qian Ming
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 82-90. https://doi.org/10.20174/j.JUSE.2026.01.09
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    In order to investigate the dynamic characteristics and energy dissipation behavior of porous sandstone under impact loading, sandstone from a coal mine roadway was used as the research subject. Impact compression tests with varying impact velocities were conducted on axially porous sandstone specimens using the Split Hopkinson Pressure Bar (SHPB) test apparatus. The results indicate that: With increasing impact velocity, the dynamic compressive strength of porous sandstone specimens increases exponentially, while the dynamic strain increases quadratically. The dynamic compressive strength exhibits an exponential increase with strain rate, showing a pronounced strain rate effect. Under the same loading conditions, the dynamic compressive strength of porous sandstone specimens decreases, while the dynamic strain increases, compared to intact specimens. As impact velocity increases, the fracture mode of the porous specimens transitions from axial splitting to pulverization, with the degree of fracture becoming more severe and the damage being greater than that of intact specimens. From an energy perspective, the higher the energy dissipation density during fracture, the more severe the fracture of the porous sandstone specimens. The average fragment size is negatively correlated with energy dissipation density in a quadratic relationship, which can be quantitatively describes the degree of rock fragmentation.
  • Ma Tianshou, Feng Jie, Liu Yang
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 91-102. https://doi.org/10.20174/j.JUSE.2026.01.10
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    The process of CO2 waterless fracturing and enhanced production of shale gas involves a physical and chemical reaction between supercritical carbon dioxide (SC-CO2), brine, and shale rock, and this reaction can alter the physical and mechanical properties of shale rock. However, there has been limited investigation into the evolution of anisotropic mechanical characteristics. Therefore, uniaxial compression experiments were conducted on shale samples with varying bedding angles, soaked in SC-CO2 + brine for different durations. The evolution of shale strength, elasticity, failure mode, acoustic emission (AE) signal, and fractal dimension under varying bedding angles and soaking times was analyzed, and the evolution characteristics of shale anisotropy were defined. The results indicate that: An increase in soaking time results in a notable softening of the complete stress-strain curve, accompanied by a gradual decline in uniaxial strength and elastic modulus, a gradual increase in peak strain and Poisson's ratio, and a gradual intensification of the shale dilatation phenomenon. The AE signals in the compaction and yield failure stages are significantly enhanced following soaking. The AE fractal dimension is observed to increase with the increase of bedding inclination and soaking time. This indicates that the complexity and irregularity of shale deformation and failure are stronger after soaking. The shale failure mode is closely related to the bedding inclination and soaking time. For bedding inclinations of 45° and 60°, shear failure along the bedding plane is the predominant mode of failure, and the shale failure that occurs after soaking is prone to produce more secondary cracks, resulting in a more thorough degree of shale failure. Following prolonged immersion of SC-CO2 + brine, the anisotropy of shale strength, elasticity, acoustic emission signal, and acoustic emission fractal dimension is markedly augmented. This phenomenon can be attributed to the ease with which SC-CO2 + brine invades along the bedding plane, thereby continuously weakening interbedding cementation. This, in turn, results in a gradual increase in the difference between the bedding plane and the matrix, which significantly enhances the anisotropy.
  • Xia Ning, Ren Zhengtao, Xia Binwei, Li Kang, Hu Huarui
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 103-112. https://doi.org/10.20174/j.JUSE.2026.01.11
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    The hard roof exhibits a considerable caving step, large block size, and high mine pressure, making it essential to investigate its damage and fracture characteristics for effective strata control. In this study, sandstone samples were carefully selected from the working face of Tashan Mine in the Datong mining area of Shanxi Province. These samples were deliberately prefabricated with cracks at various angles. A true triaxial cyclic loading and unloading test was then developed to simulate the actual mining conditions at the face of the mine. Subsequently, a numerical calculation tool based on the material point method and a strain softening constitutive model were used to establish a plane loading model incorporating different angles of prefabricated cracks. Comparison between the model calculations and experimental results revealed the capability of the model to accurately replicate the formation of real macroscopic physical cracks in fractured sandstone during cyclic loading and unloading, capturing the complex physical processes involved. Furthermore, a simulation study was conducted to examine the cyclic loading and unloading damage evolution process of fractured sandstone under varying angles of prefabricated cracks and different confining pressures. The findings indicate that: (1) The deflection angle of macroscopic crack propagation increases with the angle of the prefabricated crack. (2) Stress concentration areas in the sandstone samples originate from both ends of the crack during cyclic loading and unloading, extending to the rock's edge and diagonal in the stress concentration region. (3) As cyclic loading and unloading progress, dissipation energy steadily rises, especially with the development and propagation of macroscopic main cracks. Peak stress and dissipation energy at complete failure increase with higher confining pressures and angles of prefabricated cracks. These research finding can provide theoretical support for the control technology of hard roof in coal seams.
  • Zhang Yin, Yang Chenchen, Li Jiajun, Zhou Yu, Liu Jiaqi
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 113-120. https://doi.org/10.20174/j.JUSE.2026.01.12
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    Optimizing the parameters of the roadway anchorage support system is an important method to enhance the deformation resistance and disaster mitigation capacity of the anchored enclosing rock body in deep roadways. In order to investigate the influence of the parameter of anchor preload on the mechanical properties and damage mode of anchor solid, uniaxial compression test and mechanical property monitoring and analysis system were used to study the deformation and damage response of anchor solid under different anchor preload, and to obtain the static stress-strain curve, acoustic emission counting parameter, macroscopic cracks and the evolution of the damage mode of the anchor solid under different preloads. The results show that: Under the action of uniaxial compression load, with the increase of anchor preload, the compressive strength and elastic modulus of the anchor solid showed an increasing trend, and the preload and compressive strength showed a positive correlation function relationship at one time; The acoustic emission signal basically shows the evolution trend of “steadily rising-relatively stable-rapidly rising”, and the larger the anchor preload is, the smaller the ringing counts and cumulative counts are; High anchor preload is conducive to delaying the process of crack initiation, extension and penetration of the anchor solid, which makes the final damage mode of the anchor solid transition from tensile-shear composite damage to shear damage. The research results are of guiding significance for improving the performance of deep tunnel perimeter rock anchors against high ground stress.
  • Bi Ke, Li Kegang, Li Mingliang
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 121-130. https://doi.org/10.20174/j.JUSE.2026.01.13
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    Rock bursts have become a significant geohazard in the construction of underground engineering that cannot be ignored. This study conducts true triaxial five-sided loading tests on red sandstone containing different pre-existing fractures, with one side free, and utilizes a high-speed camera system and acoustic emission (AE) monitoring system to compare and analyze the mechanical characteristics of stress-strain, the development process of rock bursts, the morphological damage characteristics of the parent rock, and the evolution characteristics of AE for samples with different fractures. The results indicate that: (1) The elastic modulus, peak stress, and peak strain of rock with different fracture dip angles exhibit a trend of initially decreasing, then increasing, and finally weakening as the fracture dip angle increases. Conversely, the damage coefficient shows an opposite variation pattern; (2) The dynamic process of ejection for different fractured samples mostly goes through three stages: the rock particle ejection stage, the rock fracture stage, and the overall rock failure stage; (3) The failure mode of different parent rocks is characterized by tensile failure due to tensile action near the free surface and its surrounding area, while the failure feature away from the free surface is mainly shear failure due to shear action. Moreover, the interaction between fractures increases with the increase of fracture dip angle; (4) During the continuous loading of external stress, there will be a period of extreme value jump in absolute energy and the number of AE hits, which corresponds to the rock burst damage stage of the rock. This research provides a theoretical basis for the occurrence law of rock burst disasters in goaf areas with complex fracture network systems and is of great significance to engineering construction.
  • Li Qin, Chen Yukun, Huang Zhiqiang, Zhang Feng, Zhang Wenlin
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 131-140. https://doi.org/10.20174/j.JUSE.2026.01.14
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    Laser-assisted rock-breaking has the advantages of green and high efficiency, and is a technology that is expected to realize high-efficiency exploitation of oil and gas resources in deep, ultra-deep and hard-to-drill formations. A laser-assisted PDC (Polycrystaline Diamond Compact) test bit rock-breaking test device was successfully set up, and a comparative study between laser-assisted PDC test bit rock-breaking and PDC test bit rock-breaking test was carried out. The results show that: Under the conditions of a drill bit weight on bit of 10 kN and a rotation of 60 r/min, the rate of penetration was increased by 61% under the effect of the laser-assisted drilling. Using the finite element method, based on the rock HJC (Holmquist-Johnson-Cook) constitutive model to establish a simulation model of laser-assisted PDC test bit rock-breaking, and carry out the simulation study, the results show that laser irradiate of the rock surface can produces high temperature and pre-damage, so that the strength of the rock is weakened, which is conducive to the PDC drill bit to crush the rock; the with the laser-assisted action, in the drilling process the torque of the drill bit is reduced by 12.6%, the drilling displacement is increased by 16.22 mm, and the rate of penetration is increased by 85.92%. The research results can provide some guidance for the development and application of laser-assisted mechanical rock-breaking technology.
  • Huang Jianhua, Jia Minzhi, Li Hong
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 141-149. https://doi.org/10.20174/j.JUSE.2026.01.15
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    To investigate the damage evolution and energy derivative flow characteristics of frozen cement soil under impact loading, Split Hopkinson Pressure Bar (SHPB) impact tests were conducted on frozen cement soil under different impact pressures and freezing temperatures. Numerical simulations were also performed using the ABAQUS finite element software. The dynamic stress-strain behavior, energy absorption and dissipation, and dynamic elastic modulus curves of frozen cement soil were analyzed, and the damage and failure mechanisms of frozen cement soil were interpreted. The results show that: High impact pressure and low freezing temperature are the main factors that increase the degree of fragmentation of frozen cement soil specimens under loading. Under impact loading, the internal energy derivative flow of frozen cement soil can be divided into three stages: energy absorption, expansion, and dissipation, with significant effects of impact pressure and freezing temperature during the absorption and expansion stages. The research findings can provide a theoretical basis for the reinforcement of frozen cemented soil under dynamic loading.
  • Lei Huayang, Zhan Chirun, Zhang Weidi
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 150-158. https://doi.org/10.20174/j.JUSE.2026.01.16
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    To investigate the impact of water chemistry on the mechanical properties of coastal soft soil, one-dimensional consolidation tests and scanning electron microscope analyses were conducted on unsaturated soil samples subjected to varying concentrations of Na2SO4 pore water and different salinity levels. The results show that: With the increase of salt content, the yield stress of coastal soft soil structure decreases by 9.5%, the compression index increases linearly, and the permeability coefficient increases; When the salt content is greater than 4%, the precipitated mirabilite crystals exist between the particle pores, and the soil skeleton effect is obvious, which leads to the increase of the yield stress of the soil structure and the decrease of the compression index and permeability coefficient. SEM images show that the average particle size of coastal soft soil increass with the increase of Na2SO4 solution concentration, and the flocculation structure soil particles increased. In addition, the structural parameters of coastal soft soil considering the concentration of salt content and consolidation pressure are established. The results show that the structural parameters decrease with the increase of consolidation pressure; When the consolidation pressure is less than the structural yield stress, the structural parameters first decrease and then increase with the increase of pore salt content, but when the consolidation pressure is greater than the structural yield stress, the structural parameters do not change significantly with the increase of salt content.
  • Guo Yuancheng, Ji Guangzhao, Du Zibo, Dai Xinyu
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 159-170. https://doi.org/10.20174/j.JUSE.2026.01.17
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    The experiments of lateral unloading were conducted on the Yellow River alluvial silt under different consolidation confining pressures and water contents using a true triaxial instrument. Its mechanical properties under plane strain state of lateral unloading were studied. The applicability of the classical strength criterion to the silt was compared and analyzed based on the test results. The results show that: The stress-strain curves of silt show a weak hardening type under plane strain state of lateral unloading. The curves show brittle failure at a low water content, and plastic failure at a high water content, with a failure strain between 1% and 6%. The unloading strength is affected by confining pressure significantly, whereas the water content has a relatively small impact on it. The initial change of small principal strain during unloading is small, and the small principal strain begins to grow almost linearly when the axial strain reaches about 1%. The medium principal stress is greatly affected by the confining pressure, and it decreases rapidly in the early stage of unloading. The value tends to stabilize and does not decrease when the axial strain reaches 0.5% to 1%. The medium principal stress coefficient decreases rapidly and then increases slowly with the increase of axial strain. It is between 0.27 and 0.37 when the sample is damaged. The Lade-Duncan strength criterion could predict the unloading strength of silt well under plane strain state of lateral unloading.
  • Zheng Hebin, Xu Binjie, Hu Qijun, Li Pengfei, Mao Jianhua
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 171-183. https://doi.org/10.20174/j.JUSE.2026.01.18
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    Relying on the actual metro tunnels with grade V surrounding soil in the southeast coastal area of China, model test is conducted to investigate the deformation characteristics and instability mode of surrounding soil during the construction of asymmetric closely-spaced twin tunnels in water rich strata. Besides, the erosion characteristics and failure mode of surrounding soil is analyzed during the twin tunnels operation. The results show that: During the construction phase, considering the influence of twin tunnels geometry and the excavation sequences, the surface settlement curve presents an asymmetric form after the completion of twin tunnels excavation. Moreover, the surface settlement curve after tunnels excavation is in the shape of "single groove". Affected by the subsequent tunnel excavation, the position offset of the maximum settlement point on the surface is 4 times the twin tunnels' clearance. Due to the dual unloading effects of the middle soil pillar between asymmetric closely-spaced twin tunnels, the collapse range of the arch crown of the larger section tunnel gradually develops from a symmetrical form to an asymmetrical form with the twin tunnels' excavation steps. The lateral stress release of the middle soil pillar reaches 76% of its initial value after the twin tunnels construction. During the operation period, the surface subsidence value experiences four stages with the rapid rise of groundwater level and surface runoff, including slow increase, deformation rate increase, sharp increase and over-range damage. Under the effect of seepage erosion of surface groundwater, the overlying strata of asymmetric closely-spaced twin tunnels are subject to instability and failure, resulting in an asymmetric "collapse funnel" extending to the surface. The damage area of overlying strata on the side of larger section tunnel is larger.
  • Wang Qingshan, Jiang Minmin, Feng Dakuo, Lu Hailu, Yang Zhenting
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 184-189. https://doi.org/10.20174/j.JUSE.2026.01.19
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    The defects on the foundation pit retaining structure in the water-rich sand layer are easy to cause lateral water and sand leakage, resulting in engineering disasters. A visual test device for simulating lateral leakage failure of the foundation pit is developed. The effects of water head and sand relative density on sand flow rate and leakage failure surface were studied. The results show that: When a lateral leakage hole emerged in the foundation pit, water and sand first leaked out from the hole, transmitted to the surface, and gradually expanded to both sides of the periphery to form a V-shaped failure surface, and finally achieve leakage deformation stability, forming a flow failure zone and stability zone around the hole. As the water head increased from 0.04 m to 5 m, the sand mass flow rate and water mass flow rate increased 3.3 times and 3.5 times respectively; the more unstable the sand failure surface at the leakage outlet resulted, the damage surface angle was reduced from 33.5° to 32.2°. As the relative density increased from 0.5 to 0.9, the sand mass flow rate and water mass flow rate decreased by 48% and 64% respectively; the more easily the sand failure surface at the leakage outlet reaches the stable state, the failure angle increased from 32.2° to 34.7°.
  • Qu Chenfei, Ji Chengliang, Li Renjie, Zhang Jichao, Lu Xiangxing
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 190-200. https://doi.org/10.20174/j.JUSE.2026.01.20
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    Large-scale field immersion test is an important means to evaluate the collapsibility of loess sites, which has been carried out in the natural temperature environment in the past. However, there are few precedents for conducting such tests in the cold environment in winter. Based on an ultra-high-voltage direct current transmission project, a large-scale on-site immersion test was carried out in a typical large-thickness self-weighted collapsible loess site, to demonstrate the feasibility of conducting such tests in winter, to explore the water diffusion law and collapsible characteristics during the immersion process, and thus to realize the scientific evaluation of the self-weighted collapsible deformation of loess sites in winter on-site immersion test. The results show that: The atmospheric temperature of the immersion test pit in the shed is raised by setting up a large heat preservation shed and boiler heating measures, which effectively solves the water surface freezing of the test pit immersion test in winter. The installation of water injection holes significantly altered the water diffusion paths in the pit, and the radial seepage from the injection holes and the enrichment of water near paleosoil stratigraphy, thereby resulting in a predominantly upward migration of water. The shallow surface settlement, deep settlement and horizontal displacement showed a trend of slow change, then steep change and then stabilization, with the surface settlement reaching 188.47 mm and the lower limit of self-weight wet subsidence reaching 16.50 m. It was also found that the difference between the measured and calculated values of the self-weight collapsible deformation was due to the arch effect of the paleosol layer. The research results can provide important technical basis for foundation treatment and pile foundation of UHV DC engineering, and also provide useful reference for other engineering construction in this area.
  • Liu Jiaming, Wang Yinsheng, Nie Xiyi, Peng Haoran, Niu Wenqing
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 201-209. https://doi.org/10.20174/j.JUSE.2026.01.21
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    This study aims to explore the ultimate bearing capacity of expanded anchors in weak strata, with the goal of addressing the issue of insufficient bearing capacity in traditional anchoring techniques in such strata. Through theoretical analysis and field testing, this paper provides a scientific basis for the design and application of expanded anchors, with the expectation of enhancing the safety and reliability of slope reinforcement and excavation support. Using slip line theory and the effective length principle, formulas for calculating the ultimate bearing capacity of single and multiple expanded anchors were derived and validated through on-site pull-out tests conducted on an embankment slope of a highway in Guangdong. The field test results showed that the ultimate bearing capacity of single-plate anchors was 1.42 times that of ordinary anchors, while that of double-plate anchors was 1.68 times. The comparison between theoretical calculations and field test results was generally consistent, and pre-stress loss tests suggested increasing the tension force of single-plate anchors to 140% of the design tension force before locking, and for double-plate anchors, increasing it to 120% of the design tension force. Expanded anchors significantly improved the bearing capacity of the anchoring system by increasing end-plate and side friction resistance, performing better in weak strata compared to traditional anchors.
  • Wang Zhijie, Wei Meiyu, Yang Guangqing, Feng Gang, Shi Xueyuan
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 210-218. https://doi.org/10.20174/j.JUSE.2026.01.22
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    With the rapid development of buried pipe network construction in China, vertical loads from heaped materials and vehicles above the pipelines present significant challenges to the safe operation of these pipelines. To investigate the mechanical response of buried pipelines under vertical loads, this study developed a testing device based on thin-film pressure sensors to monitor the stress behavior of buried pipelines. Experiments were conducted to examine the stress behavior of buried pipelines under different burial depths and protection conditions. The results show that: As the vertical load increases, the pressure on top of the buried pipeline also gradually increases, with data collected from the thin-film pressure sensors clearly demonstrating this phenomenon. As the burial depth increases, the additional pressure on top of the pipe gradually decreases. Both geogrid reinforcement and steel plate protection effectively reduce the pressure on top of the pipeline and alleviate stress concentration beneath the loading plate. This paper provides a new testing method for investigating the mechanical response of buried pipelines.
  • Zhou Runsheng, Xu Ming, Zhou Wenxuan
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 219-229. https://doi.org/10.20174/j.JUSE.2026.01.23
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    The integration of artificial intelligence with engineering design is one of the future directions of civil engineering. Thus, a generative adversarial network (GAN) based intelligent design algorithm DESDWGAN is proposed, which for the first time enables the use of artificial intelligence to generate preliminary design schemes for diaphragm walls with inner support. The algorithm first defines a complete set of mapping relationships between rock, soil, supporting structures, and colors, mapping the sectional drawings of foundation pits and support into semantic segmentation images. Secondly, the structure of the algorithm is designed and the loss function is constructed. Its core consists of a generator and a discriminator network composed of deep convolutional neural network. Through the confrontation, the similarity between the generated design and the real design is gradually improved. Finally, the algorithm is trained and tested based on the data set of real examples, with the influence of iteration times, Huber and wall length loss function weight being observed. The similarities and differences between the intelligent design and the real design on the test dataset are also analyzed. After training, the DESDWGAN is capable of capturing the patterns of existing designs, and can complete new designs for different conditions. It can be considered that the algorithm has preliminarily formed intelligent design capabilities for diaphragm wall with inner supports.
  • Chen Shaolin, Jin Junwei, Li Xinchao, Li Mingyu, Yang Zhao
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 230-238. https://doi.org/10.20174/j.JUSE.2026.01.24
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    The monitoring environment for segment uplift during tunnel construction is highly complex, often resulting in significant data loss. This issue adversely impacts research on the stress development of segment structures and related studies. Based on the Jinan Yellow River tunnel project, a method to fill the missing value of segment uplift was established based on machine learning. R-reliefF algorithm and principal component analysis method were used to carry out feature engineering on the dataset composed of measured segment uplift, shield machine driving parameters, formation parameters, etc. Random Forest algorithm and XGBoost algorithm were used to carry out machine learning training and prediction on the processed dataset, respectively. The missing value filling method is established based on the two machine learning methods above. The results show that: The proposed algorithm could fill the missing value in each stage of the segment uplift. Compared with the Random Forest algorithm, the missing value filling method based on the XGBoost algorithm is more accurate. At the same time, even if the measured missing data reaches 40%, the data filled by this method is still close to reality, and the filling effect is good. The results of this project have important reference values for the measurement of segment uplift and related research of segments in practical engineering.
  • Chen Chunhong
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 239-245. https://doi.org/10.20174/j.JUSE.2026.01.25
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    Circular excavation diaphragm wall structure should be computed in accordance with the spatial structure, such as three-dimensional finite element analysis or certain specifications of the plane vertical elastic foundation beam method, considering the circular arch effect. The calculation is rather complex, with numerous influencing factors. In this paper, the deformation mechanism and influence of the ground connecting wall are analyzed from the aspects of the circumferential stiffness of the ground wall and the thickness of the joint mud skin based on the actual engineering case and the measured results of the foundation pit. The results indicate that: The radial horizontal deformation of the circular ground wall under the circumferential confining pressure is mainly attributed to the compression deformation of mud and concrete. A formula for calculating the radial horizontal displacement of the circular ground wall is established based on the mud compression and concrete compression models. When the confining pressure is low, the annular stiffness of the ground wall is mainly manifested as the mud compression stiffness, which can be nearly disregarded. In the conventional beam method and finite element calculation, the equivalent circumferential stiffness of the wall is applied before the deformation of the ground wall, and the calculation result is too small, leading to an unsafe foundation pit. In this paper, based on the comparison of theoretical analysis and measured results, a simplified calculation method of the beam method for the plane vertical elastic foundation is proposed. In the calculation, it is more rational to consider the toroidal stiffness of the ground connecting wall according to the dynamic joint compression or wall deformation.
  • Wang Tengfei, Zhu Mingxing, Du Guoqing, Li Xiaojuan, Shi Weian
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 246-258. https://doi.org/10.20174/j.JUSE.2026.01.26
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    The strip wall foundation, which is arranged in parallel intervals of multi-passage ground wall, has been applied to bridge anchoring projects in foreign countries. However, the research on load-bearing performance of this new foundation is not enough. This paper focuses on the vertical bearing characteristics, numerical research on the foundation of high and low cap wall is carried out, and the changes of vertical bearing performance of the wall are analyzed under the influence of factors such as wall height, clear distance between walls, wall thickness, wall number and buried depth of cap. The results show that: Compared with the high cap, the bearing capacity of the diagram wall foundation of the low cap increases by about 30%. With the continuous increase of the buried depth of the cap, the contribution of the end resistance decreases significantly and the contribution of the side resistance increases, but the total bearing capacity does not change significantly. However, under the influence of high efficiency stress, the increase of vertical bearing capacity decreases with the increase of wall height. With the decrease of the net distance between the walls, the relative displacement between the soil and the walls decreases under the "clamping" of the adjacent walls, the lateral friction resistance is inhibited, and the vertical bearing capacity decreases. With the increase of wall thickness, the proportion of end resistance is almost unaffected, and the increase of bearing capacity is mainly due to the increase of side friction resistance. The change of the number of walls has little influence on the friction resistance of side walls. The research results of this paper have a good reference value for the design and application of strip wall foundation.
  • Zhang Wenjun, Liu Wang, Zhang Gaole
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 259-269. https://doi.org/10.20174/j.JUSE.2026.01.27
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    To investigate the flexural performance of commonly used segmental joints in shield tunnel construction in large-diameter tunnels under ultra-high water pressure, this paper relies on a large-diameter underwater tunnel project. Using ABAQUS software, a refined three-dimensional numerical model of shield tunnel segments with different joint forms is established. Through numerical simulation, the mechanical properties and damage development mechanisms of three types of typical structural segmental joints are studied. The results show that: The flexural performance of the three types of structural segmental joints shows nonlinear and staged characteristics under different working conditions, and high axial force loads effectively improve the flexural performance of the joints. The development of the flexural performance of segmental joints is divided into multiple stages. Under positive bending moments, it is divided into four stages. Under negative bending moments, double-layer internal and external joints are divided into four stages, while single-layer joints and double-layer external joints are divided into two stages. There are significant differences in the flexural performance of segmental joints with different structural forms. Under positive bending moments, the flexural bearing capacity of joints is in the order of double-layer internal and external > single-layer joint > double-layer external, and under negative bending moments, it is completely the opposite. Under ultra-high water pressure loads, damage to segmental joints occurs at the waterproof sealing grooves and bolt holes. Cracks at the inner waterproof grooves of double-layer internal and external joints will increase the leakage path and affect the structural bearing capacity and waterproof performance. There are great differences in the damage development modes of joints with different structural forms. Under positive bending moments, the double-layer external joint form is the least favorable for resisting positive bending moment loads. Under negative bending moments, it has the highest structural bearing capacity and is suitable for being arranged in negative bending moment areas such as tunnel shoulders.
  • Pei Xingkai, Yi Xin, Zhou Sichao, Li Hongbo
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 270-278. https://doi.org/10.20174/j.JUSE.2026.01.28
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    In order to find out the influence of different setting modes of subdivision partitions and joint forms on pipe corridor structure, finite element method is used to establish pipe corridor structure model and analyze the internal forces of pipe segment structure with simple support and rigid connection of subdivision partitions under the action of stratum load, ground overload and equipment load. The mechanical properties of the steel corbel in the lower beam of the three connection modes and their effects on segment damage are discussed by laboratory tests and numerical calculations. The results show that: Application of a partition plate decreases the bending moment and axial force of the upper half ring and increases the bending moment and axial force of the lower half ring, but the connection mode of the partition plate and side beam has little effect on the mechanical characteristics of the segment structure. The surface cracking of the segment is mainly concentrated on the lower side of the top row of anchor holes. Increasing the number of anchor bolts can effectively control segment cracking and reduce the maximum displacement of the steel corbel. Compared with 6 anchor bolts, the maximum displacement of the steel leg with 9 anchor bolts is reduced by up to 54.2%. In the case of the same number of anchors, increasing the number of anchors can better reduce the concrete damage inside the segment and control the deformation of the steel corbel.
  • Wang Yuan, Chen Hao, Tao Fengjuan, Yi Liming, He Haini
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 279-290. https://doi.org/10.20174/j.JUSE.2026.01.29
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    The anchor-surrounded pier foundation is a new type of foundation form in transmission line engineering, and its deformation damage mode and composite bearing characteristics are still unclear. Combined with the laboratory test and numerical simulation method, the load test of the anchor-surrounded pier foundation is carried out. The results show that: The anchor-surrounded pier foundation in the undercropping medium-weathered and strongly weathered rock layer in the resistance to pullout loading curves are respectively "steeply variable" and "slowly variable"; The damage modes are "short pile dislodged damage, accompanied by anchor fracture" and "short pile dislodged damage along the periphery of group anchors", respectively; The compressive loading curves of composite foundations in different underlying rock formations are "steep change type", and the damage modes are "short pile stabbing damage". The ultimate bearing capacity of a single pile increases with the increase of the diameter of the short pile, the depth of the socketed rock, and the thickness of the soil layer on the side of the pile. The single pile pullout bearing capacity of anchor is about the sum of the pullout bearing capacity of traditional pure short pile and pure anchor foundation, and the single pile compressive bearing capacity is slightly larger than that of the traditional pure short pile foundation; the horizontal load greatly weakened the composite foundation bearing capacity, and it should be paid attention to.
  • Zhang Zhaoyang, Su Dandan, Yang Lihong, Weng Dingwei, Yang Zhanwei
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 291-298. https://doi.org/10.20174/j.JUSE.2026.01.30
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    The ultra-deep fractured reservoir in Kuqa Piedmont has the characteristics of high temperature, high pressure, and strong heterogeneity. The hydraulic fracturing effect has many influencing factors and is difficult to evaluate. Combined with finite element simulation technology and damage mechanics theory, a fracture propagation simulation model coupling "fluid-solid-temperature" three-field is constructed, and an evaluation method for the fracturing effect is established. The influence of parameters such as fracturing fluid injecting pressure, formation pressure, ground stress, and natural fracture density on the fracturing effect is analyzed. The results show that: The higher the fracturing fluid injecting pressure and formation pressure, the better the fracturing effect; the greater the differential stress between the maximum horizontal principal stress and the minimum horizontal principal stress, the greater the fracture half-length in the direction of the maximum principal stress. When the differential stress is 30 MPa, the fracturing range is the largest. The greater the density of natural fractures, the better the fracturing effect. The research results have been verified in two production wells in the block. Based on the research results, the fracturing position can be optimized. The research results can provide strong support for the high-quality production of ultra-deep fractured reservoirs in Kuqa Piedmont.
  • Li Xiaofan, Song Jianzheng, Zhang Yuming, Song Yanjie, Cheng Xuesong
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 299-308. https://doi.org/10.20174/j.JUSE.2026.01.31
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    In order to overcome the long distance difficulties of construction in the construction of the traditional freezing method and the influence of freezing, swelling and subsidence, based on the shield method contact channel of Tianjin Metro Line 10, the technical points and control methods of shield method construction of long-distance contact channel in Tianjin, as well as the influence on the surrounding environment, are analyzed and studied. The results show that: In the soft soil area of Tianjin, using measures such as the closed sleeve, micro-freezing reinforcement, steel plate ring beam, grouting plugging and reinforcement measures at the starting and receiving ends of the contact channel can strictly control and timely adjust the shield tunneling parameters, which can effectively prevent the risk of water leakage and sand leakage and reduce the impact on the main tunnel and the surrounding environment. The shield construction of the contact channel will lead to U-shaped settlement deformation of the upper soil along the tunnel axis direction. The settlement of the starting end is generally greater than the settlement of the receiving end, and the maximum settlement is about 10mm, which has little overall impact on the construction (structure). As the carrier of construction force in the main tunnel, the horizontal displacement of the main tunnel at the starting end is greater than that of the receiving end. The initial tunnel will present the convergent deformation of the horizontal ellipse and then the vertical ellipse, so the main tunnel at the initial section should be focused on.
  • Cui Zhengyang, Huang Qiang, Zhang Yuxuan, Liu Ganbin, Qiu Bo
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 309-316. https://doi.org/10.20174/j.JUSE.2026.01.32
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    Due to the influences of terrain, geology and underground buildings, subway tunnels usually use curved lines. However, there is relatively little research on the vibration attenuation of small-radius curved subway tunnels. The present study takes a small-radius section tunnel of Ningbo Metro Line 5 as an example, the vibration damping characteristics of floating slab track at the curved section are revealed by conducting on-site measurements on the vibration response of subway tunnel with fixed track or floating slab track. The research show that: The floating slab track can reduce the vibration acceleration of subway tunnel walls, but causes an increase in the vibration accelerations of rail and track bed. The floating slab track only has a damping effect on the acceleration level of the subway tunnel wall when the frequency is above 1.414 times the natural vibration frequency of floating slab. Below this limit frequency, the one-third octave acceleration level will increase. The vibration response in the small-radius subway tunnel is overall high-frequency vibration. The frequency range of rail is very wide, the center frequency of the vibration dominant frequency can be up to 4 000 Hz. The vibration dominant frequency of the track bed from the floating slab track is larger than that of the fixed track, with a center frequency of around 3 000 Hz. When the vibration is transmitted to the tunnel wall, the center frequency drops to below 1 200 Hz. Vertical vibration is still the main vibration form of the small-radius subway tunnel, however, the lateral vibration is significant since the peak lateral acceleration can reach half of the peak vertical counterpart, and the metro vibration response on the superelevation side is more significant than that on the underelevation side. The present research can provide a reference for the vibration reduction design of small-radius curved subway tunnels.
  • Hu Huihua, Wang Yan, Zhang Qihua, Fang Qiang, Cheng Lijuan
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 317-326. https://doi.org/10.20174/j.JUSE.2026.01.33
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    The gravity-embedded rock anchorage commonly used in canyon suspension bridges demonstrates that the anti-sliding effect of the tooth-shaped rock mass at the front base effectively enhances anti-sliding stability. This paper relies on the north bank gravity-embedded rock anchorage foundation of Dongtingxi Yuanshui Grand Bridge, comparatively investigates the applicability of two conventional engineering methods strength reduction method and overloading coefficient method in stability evaluation. Results reveal significant differences between these methods in simulated working conditions, mechanical mechanisms, failure modes, and calculation outcomes. Strength reduction method simulates rock strength degradation scenarios. As strength reduction progresses, shear failure zones gradually penetrate the rock foundation, ultimately manifesting sliding instability. The critical strength reduction coefficient represents the anti-sliding stability factor. Overload coefficient method simulates main cable overloading conditions. Under continuously amplified cable tension, the front rock mass experiences extensive compressive-shear failure while the rear rock develops localized tensile-shear failure, exhibiting compressive-shear failure patterns. The critical overload coefficient corresponds to the safety factor of the anti-pull bearing capacity. The physical meanings of anti-sliding stability coefficient and anti-pull bearing capacity safety factor differ significantly, with the latter being notably larger than the former. Both indicators could be adopted simultaneously when required by design specifications, but distinct safety criteria should be applied. For stability assessment of gravity-embedded rock anchorages, the strength reduction method should be prioritized.
  • Li Shaomin, Li Aichun, Zhao Yang, Yang Xiaoxia
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 327-335. https://doi.org/10.20174/j.JUSE.2026.01.34
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    In order to reduce the perturbation of shield underpassing high-speed railway track-roadbed system, research is conducted from the perspective of track-roadbed system vulnerability. Firstly, a complex network of shield underpassing high-speed railway track-roadbed system is established, the elements of track-roadbed system based on the three elements of vulnerability are identified, and the index system of vulnerability elements of track-roadbed system is constructed; Secondly, the importance of each node, the connection strength and the comprehensive importance of each node in turn is calculated by using the CRITIC method, the improved GRA method, and the DWnodeRank algorithm, and it is obtained of the key nodes that influence the vulnerability of track-roadbed system of high-speed railroad during the construction of shield tunnel. Finally, taking an example of a shield tunnel penetrating the high speed railway roadbed project, the key node identification model of the vulnerability of the track-roadbed system is verified and the key nodes of the exposability network layer are identified as: The shield tunneling speed, tunneling thrust, etc; The key nodes of the sensitivity network layer are the reinforcement method and the operating speed of the high speed railway, etc; ====And the key node of the adaptive network layer is the level of the construction management. The key nodes of the adaptability network layer are the construction party's project management and coordination capabilities, the number of high-speed railway roadbed measurement points during shield tunneling, etc. The key nodes of the vulnerability of high-speed railway track-roadbed system under the shield tunneling conditions are identified as the construction party's project management and coordination capabilities and the shield tunneling speed, etc. The results of the study can provide an effective guide for the management of the construction of shield tunneling through high-speed railways.
  • Liu Xinrong, Chen Hai, Zhuang Yang, Zhou Xiaohan
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 336-346. https://doi.org/10.20174/j.JUSE.2026.01.35
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    To investigate the multi-factor influence characteristics on the safety of tunnels subjected to sulfate attack, based on classical damage mechanics theory, the actual corrosion state of tunnel lining is considered as a combination of the uncorroded and fully corroded states. A numerical model is established to explore the effects of various factors on the safety of tunnels under sulfate attack and analyze their sensitivity. The results show that: (1) When tunnel lining is eroded by sulfates, the corrosion at the arch foot is more hazardous under the same conditions. (2) Increasing the initial strength and thickness of tunnel lining can improve the safety of tunnels before corrosion but have limited effects on improving safety after sulfate attack. (3) After corrosion occurs at a specific part of the tunnel lining, it mainly affects the safety of that corroded part while having minimal impact on the safety of other parts. (4) The sensitivity of various factors affecting the safety of tunnels under sulfate attack is in the following order: vertical load > initial lining thickness > initial lining strength > corrosion location > lateral stress coefficient > elastic resistance.
  • Ou Erfeng, Zhang Xuxu, Guan Xingyu
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 347-357. https://doi.org/10.20174/j.JUSE.2026.01.36
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    The spatial variability of soil mechanics parameters poses challenges for engineering construction. Based on a metro tunnel project in Xi'an,this paper explores the impact of spatial variability on surface deformation caused by shield tunnel construction. It considers the elastic modulus E, cohesion c, and internal friction angle φ of loess. A random field model of soil mechanics parameters is established using covariance matrix decomposition, combined with the Monte Carlo method, to analyze the influence of parameter variability on surface deformation through finite element analysis. The findings indicate that: Considering spatial variability can reduce risks associated with using fixed values as monitoring controls. Spatial variability significantly affects the dispersion and envelope range of surface deformation curves, but does not change the deformation trends and patterns. The variability of the internal friction angle φ has the most substantial impact on surface deformation, followed by elastic modulus E and cohesion c, which have similar effects. Correlation distance and coefficient of variation are positively correlated with surface deformation. Greater correlation distance and coefficient of variation lead to more dispersed surface deformation results, increasing the maximum deformation value and exceedance probability. The research suggests that during the investigation phase, efforts should be made to determine the spatial variability characteristics of soil mechanics parameters. During construction, it is crucial to verify site conditions and actively implement engineering measures to ensure surface deformation remains within acceptable limits.
  • Lu Yong, Yu Jinguang
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 358-366. https://doi.org/10.20174/j.JUSE.2026.01.37
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    The new retaining wall structure of cantilever prestressed SMW construction method is a new type of foundation pit support composed of inserting profile steel in the front of the cement soil retaining wall, setting vertical prestressed anchor cable in the back, and setting rigid reinforced concrete cover beam between the two. To clarify the mechanical behavior of this new type of structure, the stress process is analyzed, the reasonable deformation calculation model is explored, and the deformation control measures are taken. The concrete method is to regard the steel-cement soil composite as a whole component, establish the deformation differential equation and boundary conditions, and the deformation calculations are performed using two algorithms: In algorithm 1, its deformation under the action of pretension prestress is calculated; In algorithm 2, the deformation of the section steel top is calculated by the additional bending moment. Taking the whole construction process of a deep foundation pit as an example, the measured statistical analysis results of the retaining wall show that the theoretical deformation values are basically consistent with the monitoring values, while the deformation values calculated by ignoring the mechanical contribution of cement soil and the effect of prestress according to the current specification is far greater than the monitoring values. Under the same geological and foundation pit depth conditions, the vertical prestressed anchor cable at the back of the new retaining wall structure can effectively increase the stiffness of the retaining wall, exhibiting good deformation resistance and engineering cost performance; The stress analysis method, calculation model and calculation formula of algorithms 1 and 2 can better simulate the actual mechanical deformation of the new retaining wall structure, and provide theoretical support for the application of the new retaining wall in practical engineering.
  • Jin Lu, Zheng Fei, Deng Qinglong, Jiao Yuyong
    Chinese Journal of Underground Space and Engineering. 2026, 22(1): 367-376. https://doi.org/10.20174/j.JUSE.2026.01.38
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    The stress response and failure process of fractured rock mass in the karst development zone are more complex under the coupling effect of stress field and seepage field. The discontinuous numerical model considering hydraulics-mechanics coupling process is an important method to study the mechanism of tunnels water inrush. Discontinuous deformation analysis (DDA), based on rigorous contact description and convergence analysis, can account for the influence of intersecting cracks and the failure process caused by potential large deformations. On the basis of the original DDA method, a rock failure model was developed to analyze the seepage field and crack evolution in fractured rock mass by adding a fracture flow module and an excavation process simulation module. By simulating hydraulic fracturing experiments, the process of crack propagation in rock mass under hydraulics-mechanics coupling was analyzed, the validity of the seepage model was confirmed, and this model was applied to simulate the process of water inrush in tunnels under the effect of hidden karst caves. The influence of geo-stress level and relative position of karst caves on the propagation path and types of fractures, as well as the possibility of water inrush disasters was analyzed. The focus of preventing water inrush disasters in engineering activities was proposed, and the suggestions for safe tunnel construction were provided.