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学者姓名：邓涛
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Abstract ：
煤炭开挖和选煤过程中产生大量煤矸石,堆积于地表的煤矸石易受到环境的影响引发灾害.目前,干湿循环条件下煤矸石土石混合体的强度特性研究较少.通过大型直剪试验,探究干湿循环和含石量对煤矸石土石混合体强度特性的作用机制;揭示含石量(RP)和干湿循环次数对土石混合体积变化及相对破碎率(rB)的影响规律;建立干湿循环下土石混合体抗剪强度劣化方程.试验结果表明,随着含石量的提高,煤矸石土石混合体的内摩擦角呈现线性增加,而黏聚力则呈现出下降趋势;煤矸石土石混合体在剪切过程中呈现明显的剪切收缩现象;煤矸石土石混合体的剪切强度和法向应变最大值随着含石量的增加而增加,并随着干湿循环次数的增加而减小.首次干湿循环对土石混合体的抗剪强度劣化作用显著,3 次干湿循环后土石混合体抗剪强度变化不明显;干湿循环加剧了土石混合体中岩块的破碎趋势,提高岩块的 rB,导致土壤颗粒含量(粒径＜5 mm)增加.高法向应力下(nσ=800 kPa),rB 随干湿循环次数增加而提高,而低法向应力下(nσ=200 kPa)干湿循环对岩块破碎影响有限.
Keyword ：
剪切强度 剪切强度 土石混合体 土石混合体 岩石力学 岩石力学 干湿循环 干湿循环 煤矸石 煤矸石 相对破碎率 相对破碎率
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| GB/T 7714 | 刘红位 , 游诗琪 , 简文彬 et al. 干湿循环下煤矸石土石混合体大型直剪试验研究 [J]. | 岩石力学与工程学报 , 2025 , 44 (2) : 331-341 . |
| MLA | 刘红位 et al. "干湿循环下煤矸石土石混合体大型直剪试验研究" . | 岩石力学与工程学报 44 . 2 (2025) : 331-341 . |
| APA | 刘红位 , 游诗琪 , 简文彬 , 黄云 , 冯嵩 , 邓涛 . 干湿循环下煤矸石土石混合体大型直剪试验研究 . | 岩石力学与工程学报 , 2025 , 44 (2) , 331-341 . |
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Abstract ：
以浅埋偏压矩形隧道为研究对象，基于非关联流动法则和极限分析法，通过构建浅埋偏压矩形隧道的破坏模式，推导静力工况下矩形隧道围岩压力的表达式；采用非线性规划方法，对获得的隧道围岩压力目标函数进行优化计算.研究结果表明，与其他方法相比，本方法的计算结果更接近规范法所计算出的计算值.同一条件下若采用相关联流动法则将显著高估隧道围岩的剪胀性，围岩破坏范围将缩小，竖向围岩压力减小.埋深、地形偏压角和围岩抗剪强度参数均对浅埋偏压矩形隧道围岩压力和破坏特征存在显著影响.
Keyword ：
上限定理 上限定理 围岩压力 围岩压力 浅埋偏压隧道 浅埋偏压隧道 非关联法则 非关联法则
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| GB/T 7714 | 魏雯 , 温鹏铭 , 张森华 et al. 非关联流动法则下浅埋偏压矩形隧道围岩压力上限分析方法 [J]. | 福州大学学报(自然科学版) , 2025 , 53 (04) : 470-477 . |
| MLA | 魏雯 et al. "非关联流动法则下浅埋偏压矩形隧道围岩压力上限分析方法" . | 福州大学学报(自然科学版) 53 . 04 (2025) : 470-477 . |
| APA | 魏雯 , 温鹏铭 , 张森华 , 邓涛 . 非关联流动法则下浅埋偏压矩形隧道围岩压力上限分析方法 . | 福州大学学报(自然科学版) , 2025 , 53 (04) , 470-477 . |
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An analytical model has been developed to investigate the vertical dynamic response of single end-bearing SDCM piles with partially treated DCM socket. The interaction between the cored pile, the surrounding socket and untreated soil is described using elastodynamics. To evaluate the response of the cored pile, the model is divided into two regions within the DCM and outside the DCM region. The eigenfunctions and eigenvalues for the pile displacement in these two regions are derived. The displacement of the cored pile is obtained in matrix form by finite truncation of the Fourier series. Parametric studies show that the axial strain of the cored pile increases along the shaft depth due to the occurrence of negative skin friction. Pile stiffness increases significantly with the increase of the radius of the DCM socket. The feasible radius r 1 / d for effectively increasing pile stiffness is 5 similar to 10. The depth of the DCM socket also has a significant impact on the response of the cored pile.
Keyword ：
Composite piles Composite piles Partially treated soils Partially treated soils Pile head stiffness Pile head stiffness Vertical vibration Vertical vibration
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| GB/T 7714 | Deng, Tao , Liu, Qijian , Lin, Congyu . Analytical solution for vertical vibrations of single end-bearing SDCM piles in partially treated soil [J]. | COMPUTERS AND GEOTECHNICS , 2025 , 179 . |
| MLA | Deng, Tao et al. "Analytical solution for vertical vibrations of single end-bearing SDCM piles in partially treated soil" . | COMPUTERS AND GEOTECHNICS 179 (2025) . |
| APA | Deng, Tao , Liu, Qijian , Lin, Congyu . Analytical solution for vertical vibrations of single end-bearing SDCM piles in partially treated soil . | COMPUTERS AND GEOTECHNICS , 2025 , 179 . |
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The adoption of innovative H-shaped prestressed UHPC piles presents a promising avenue for integral abutment bridges (IBAs), addressing concerns related to the high horizontal stiffness of conventional concrete piles and the cost and durability challenges associated with steel piles in this bridge typology. In this study, two common Hshaped section orientations (weak and strong axis) were investigated to elucidate the mechanical properties, crack propagation mechanisms, failure modes, and ultimate load-bearing capacities of H-shaped prestressed UHPC (H-PU) members under weak and strong axis bending, respectively. A notable discrepancy in stiffness and strength was observed between members oriented along the strong and weak axis. Subsequently, a simplified calculation method was developed to accurately predict cracking and ultimate moments. The impact of geometric parameters on bending capacity were analyzed through the proposed calculation method, providing valuable insights for optimizing structural design. And the applicability of this calculation method was further verified by finite element expanded parameters analysis, the results showed that the calculation method demonstrated a high level of accuracy. Finally, the bending performance of H-PU member was compared with that of H-shaped steel member and solid square prestressed traditional concrete (S-PC) member, providing contextual understanding of their structural suitability and potential advantages.
Keyword ：
Bending performance Bending performance H-shaped section H-shaped section Strong axis Strong axis UHPC UHPC Weak axis Weak axis
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| GB/T 7714 | Su, Jia-zhan , Su, Zi-chen , Wu, Wen-Tian et al. Experimental and numerical studies on strong-axis and weak-axis bending performance of H-shaped prestressed UHPC members [J]. | STRUCTURES , 2025 , 74 . |
| MLA | Su, Jia-zhan et al. "Experimental and numerical studies on strong-axis and weak-axis bending performance of H-shaped prestressed UHPC members" . | STRUCTURES 74 (2025) . |
| APA | Su, Jia-zhan , Su, Zi-chen , Wu, Wen-Tian , Chen, Bao-Chun , Deng, Tao . Experimental and numerical studies on strong-axis and weak-axis bending performance of H-shaped prestressed UHPC members . | STRUCTURES , 2025 , 74 . |
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Maintaining the alignment of the shield tunneling axis with the designed tunnel axis is crucial in urban subway construction. However, previous studies have only verified the accuracy of the models in a specific project, ignoring model transferability. This paper proposes a multistep transferable prediction method (PCA-GRU) for shield attitude and employs feature importance analysis of the PCA-GRU model through feature dimensionality reduction experiments. Datasets obtained from the Guangzhou and Fuzhou Metro Line X Projects were used to validate the accuracy of the proposed method. The results revealed that PCA can unify the model input, enabling the model to be applied to different projects, and the proposed model could produce an accurate prediction within 24 steps, with an average R2 of 0.94 and 0.97 in the Guangzhou and Fuzhou projects. This indicates that the proposed model possesses transferability and generalization ability, which can aid decision-making during urban subway construction.
Keyword ：
deep learning deep learning multistep prediction multistep prediction PCA-GRU PCA-GRU shield attitude shield attitude shield tunneling shield tunneling transferable prediction transferable prediction
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| GB/T 7714 | Zhang, Jian , Ding, Xiaobin , Deng, Tao et al. Multistep transferable prediction of shield attitude and position in shield tunneling based on PCA and deep learning method [J]. | MEASUREMENT SCIENCE AND TECHNOLOGY , 2025 , 36 (3) . |
| MLA | Zhang, Jian et al. "Multistep transferable prediction of shield attitude and position in shield tunneling based on PCA and deep learning method" . | MEASUREMENT SCIENCE AND TECHNOLOGY 36 . 3 (2025) . |
| APA | Zhang, Jian , Ding, Xiaobin , Deng, Tao , Zheng, Lu , Chen, Guangqi . Multistep transferable prediction of shield attitude and position in shield tunneling based on PCA and deep learning method . | MEASUREMENT SCIENCE AND TECHNOLOGY , 2025 , 36 (3) . |
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The lateral displacement of deep soft soil caused by large-area heap loading is a common issue in engineering practice, which affects the stability of neighboring pile foundations. This study investigates the calculation of thrust force exerted by the flow of soft soil around piles and its impact on pile foundations. The surrounding soft soil is considered a Bingham fluid. An analytical formula for single pile flow drag during the internal slip of deep soft soil is derived based on fluid mechanics theory and the fluid characteristics of the Bingham fluid. The traditional cantilever pile approach is modified by assuming a rectangular distribution of flow drag along the pile body and using the matrix transfer method. The response of a single pile body under field heap loading conditions is then analyzed, and the results are compared with the calculation results of the traditional soil pressure method and field-measured data to validate the proposed calculation method for flow drag around a pile in soft soil. Finally, a parametric study is conducted to analyze the effects of the relative flow velocity and dynamic viscous coefficient of soft soil on flow drag.
Keyword ：
Bingham fluid Bingham fluid Flow drag Flow drag Large-area heap loading Large-area heap loading Pile Pile Soft soil Soft soil
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| GB/T 7714 | Wu, Min , Zheng, Jiayong , Liu, Qijian et al. Calculation method of flow drag around a pile in soft soil considering Bingham fluid properties and analysis of single pile response [J]. | OCEAN ENGINEERING , 2025 , 317 . |
| MLA | Wu, Min et al. "Calculation method of flow drag around a pile in soft soil considering Bingham fluid properties and analysis of single pile response" . | OCEAN ENGINEERING 317 (2025) . |
| APA | Wu, Min , Zheng, Jiayong , Liu, Qijian , Zheng, Lu , Deng, Tao . Calculation method of flow drag around a pile in soft soil considering Bingham fluid properties and analysis of single pile response . | OCEAN ENGINEERING , 2025 , 317 . |
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A rigorous solution for the kinematic response of the disconnected piles under vertically incident P-waves is presented. A new soil-pile column model is proposed with two fictitious soil columns as the extensions of the shaft along the pile top and tip. The discontinuity of the pile at the two ends is modeled using the Heaviside function to simulate the continuity of the soil-pile column. The total displacement of the soil is divided into the free-field and scattered components. The displacement of the soil-pile system is calculated in terms of the method of separation of variables and the soil-pile interaction. A parametric study indicates that for the disconnected pile, the displacement at the pile top increases significantly with the increase of the cushion thickness, and its effect on the scattered field is weak. The axial force of the disconnected pile decreases gradually with the increase of the cushion thickness. The displacement and axial force of the disconnected pile are significantly influenced by the slenderness ratio of the pile.
Keyword ：
Disconnected pile Disconnected pile fictitious soil-pile column fictitious soil-pile column kinematic response kinematic response the soil-pile interaction the soil-pile interaction vertically incident P-waves vertically incident P-waves
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| GB/T 7714 | Hu, Chenglong , Liu, Qijian , Deng, Tao et al. Rigorous Solution for the Kinematic Response of Single Disconnected Piles Subjected to Vertically Incident P-Waves [J]. | JOURNAL OF EARTHQUAKE AND TSUNAMI , 2024 , 18 (04) . |
| MLA | Hu, Chenglong et al. "Rigorous Solution for the Kinematic Response of Single Disconnected Piles Subjected to Vertically Incident P-Waves" . | JOURNAL OF EARTHQUAKE AND TSUNAMI 18 . 04 (2024) . |
| APA | Hu, Chenglong , Liu, Qijian , Deng, Tao , Zeng, Lei . Rigorous Solution for the Kinematic Response of Single Disconnected Piles Subjected to Vertically Incident P-Waves . | JOURNAL OF EARTHQUAKE AND TSUNAMI , 2024 , 18 (04) . |
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Shield misalignment is a common problem in shield tunnels, which seriously affects the safety and durability of tunnels. However, at present, there is a lack of research on the influence of shield misalignment on the shear capacity of the circumferential joint structure, and the failure mechanism of the circumferential joint structure before and after reinforcement is not clear. Therefore, this paper simulates the influence of misalignment on the performance mechanism of segmented circumferential connection and the effect of channel reinforcement on the ABAQUS platform. The simulation results are compared with the full-scale test results, and the results show that the shear failure process of the circumferential joint can be divided into three stages under the condition of no reinforcement. In the first stage, the vertical load increases, but the misalignment between the shield tunneling sections is very small. In the second stage, the load almost does not increase, but the degree of misalignment increases. In the third stage, the load-displacement relationship is nonlinear, indicating that the bending bolt has been sheared. Under the condition of unreinforced, the bolt will form two plastic hinges when it fails. After reinforcing the channel, the removal of the bolt forms only one plastic hinge. After channel steel reinforcement, the boundary area between the channel steel web and the steel plate first reaches the ultimate tensile strength of the steel plate, and the failure mode becomes channel steel reinforcement failure. Under the same shear load, the misalignment of the circumferential joint reinforced with channel steel is reduced. In this paper, the misalignment relationship of shear load and the yield of the bending bolt obtained through numerical calculation is consistent with the conclusion of the full-scale test. However, the circumferential connection misalignment obtained via numerical calculation is relatively small. The yield position of the bending bolt is also in good agreement with the test results, and the bolt strain obtained through the test is relatively small.
Keyword ：
channel reinforcement channel reinforcement circumferential joints circumferential joints full-scale test full-scale test misalignment misalignment shield tunneling segments shield tunneling segments
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| GB/T 7714 | Su, Hang , Deng, Tao , Yang, Zengquan et al. Characterization of Shear Damage and Channel Reinforcement of Circumferential Joints between Shield Tunneling Segments Based on Numerical Simulation [J]. | BUILDINGS , 2024 , 14 (2) . |
| MLA | Su, Hang et al. "Characterization of Shear Damage and Channel Reinforcement of Circumferential Joints between Shield Tunneling Segments Based on Numerical Simulation" . | BUILDINGS 14 . 2 (2024) . |
| APA | Su, Hang , Deng, Tao , Yang, Zengquan , Qin, Jianpeng , Zheng, Lu . Characterization of Shear Damage and Channel Reinforcement of Circumferential Joints between Shield Tunneling Segments Based on Numerical Simulation . | BUILDINGS , 2024 , 14 (2) . |
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Calculating disc cutter wear and predicting wear life are long-standing issues affecting the efficiency and cost of tunnel boring machines (TBMs). During the TBM excavation process, the wear of the disc cutter is a comprehensive outcome of the interaction between the tool and rock. Studying the mechanisms of tool rock breaking and wear can assist in developing a more precise model for predicting cutter wear. Therefore, based on the rock-breaking and wear mechanisms of a cutter, this study developed a model for predicting the cutter wear rate and life. The model is based on the theory of dense core–cavity expansion combined with the motion state of a cutter. First, the TBM excavation process and rock-breaking mechanism of a cutter were analyzed in detail. A cutting force model under the compression shear failure mode based on the dense core–cavity expansion theory was established. Based on the force model, a prediction model for the wear rate and life of the disc cutter was established, considering the working characteristics and wear mechanism. Furthermore, the impact of penetration on the prediction model was investigated. In addition, to demonstrate the practicality of the method, this study conducted a comprehensive examination using engineering examples. The results showed that the average difference in the cutter average wear rate using the developed model was less than 3% compared with the actual engineering result. In addition, the average difference in the wear life rate was less than 5%. Finally, the developed prediction method was compared with other models. The wear rate fitting accuracy was improved by 4.91–10.85% and the wear life fitting accuracy was improved by 5.11–12.19% by the developed method. This improvement confirms the reasonableness and reliability of the method. This method can estimate the wear rate and lifespan of a cutter more accurately and reliably than other methods, providing a practical tool to TBM engineers to make informed decisions and optimize tool replacement programs.
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| GB/T 7714 | H Su , Z C Guan , T Deng et al. Force and wear prediction model of disc cutter under compression shear failure mode based on dense core–cavity expansion theory (U-713) [J]. | IOP Conference Series:Earth and Environmental Science , 2024 , 1333 (1) . |
| MLA | H Su et al. "Force and wear prediction model of disc cutter under compression shear failure mode based on dense core–cavity expansion theory (U-713)" . | IOP Conference Series:Earth and Environmental Science 1333 . 1 (2024) . |
| APA | H Su , Z C Guan , T Deng , Z Q Yang , J P Qin , L Zheng . Force and wear prediction model of disc cutter under compression shear failure mode based on dense core–cavity expansion theory (U-713) . | IOP Conference Series:Earth and Environmental Science , 2024 , 1333 (1) . |
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When applying the three-dimensional discontinuous deformation analysis (3D-DDA) method to simulate the dynamic response of rock mass in an earthquake, appropriate artificial boundaries and input methods should be considered. In this study, the 3D-DDA method was modified by introducing the viscoelastic artificial boundary and the seismic motion input method based on the wave field decomposition method and with the consideration of the lateral free-field wave. Subsequently, the correctness of the boundary and the input method was verified through numerical examples. The results of the numerical examples were almost consistent with the theoretical solution. The introduced viscoelastic artificial boundary and seismic motion input method improved the applicability of the 3D-DDA method and can be further applied to simulate actual engineering cases. Viscoelastic artificial boundary is applied and validated in 3D-DDA.The differences between viscoelastic boundary and existing boundaries are compared.Modified 3D-DDA can consider wave field decomposition and lateral free-field wave for seismic motion input.Feasibility of modified 3D-DDA to study the dynamic response of rock mass in an earthquake is studied.
Keyword ：
Artificial boundary Artificial boundary Seismic motion input methods Seismic motion input methods Three-dimensional discontinuous deformation analysis method Three-dimensional discontinuous deformation analysis method Viscoelastic boundary Viscoelastic boundary
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| GB/T 7714 | Lin, Si-huang , Deng, Tao , Zheng, Lu et al. Implementation of Viscoelastic Artificial Boundary and Seismic Motion Input Method in Three-Dimensional Discontinuous Deformation Analysis Method [J]. | ROCK MECHANICS AND ROCK ENGINEERING , 2024 , 57 (7) : 4995-5015 . |
| MLA | Lin, Si-huang et al. "Implementation of Viscoelastic Artificial Boundary and Seismic Motion Input Method in Three-Dimensional Discontinuous Deformation Analysis Method" . | ROCK MECHANICS AND ROCK ENGINEERING 57 . 7 (2024) : 4995-5015 . |
| APA | Lin, Si-huang , Deng, Tao , Zheng, Lu , Zhang, Hong , Wu, Wei , Fu, Xiao-dong et al. Implementation of Viscoelastic Artificial Boundary and Seismic Motion Input Method in Three-Dimensional Discontinuous Deformation Analysis Method . | ROCK MECHANICS AND ROCK ENGINEERING , 2024 , 57 (7) , 4995-5015 . |
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