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学者姓名：邓涛
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Abstract ：
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 . |
| 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 (2024) . |
| 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 . |
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Abstract ：
针对地面超载引起的摩擦单桩负摩阻力，提出了一种基于桩土相互作用和连续介质力学的竖向位移模型来模拟桩土系统位移，模型中包含了桩土轴线位移函数和沿径向的衰减函数；采用变分法得到了桩土系统的总势能，从而得到了位移模型中桩土位移和衰减函数的耦合控制方程；利用迭代法求解了这两个耦合函数，得到了桩身轴力、中性面、负摩阻力、下拉力和土弹簧等效刚度等关键参数的数学表达式；通过和原位试验及已有理论结果的对比，验证了所提方法的正确性。结果表明：桩土模量比对桩的负摩阻力和下拉力有显著影响，中性面位置与长细比密切相关，而与桩土模量比关系不大；随着桩土模量比增大和桩长细比减小，桩身同一位置处轴力增长明显，但增长速率变缓；地面超载作用下桩周土体位移最大沉降出现在地表处，且地表以下0.3倍桩长范围内为位移强烈影响区；桩长细比和桩土模量比的增加均会使桩周土体位移场影响范围增大。
Keyword ：
下拉力 下拉力 中性面 中性面 变分法 变分法 地面超载 地面超载 摩擦桩 摩擦桩
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| GB/T 7714 | 刘齐建 , 苏耀辉 , 黄奕彬 et al. 地面超载下摩擦单桩负摩阻力的连续介质力学解 [J]. | 建筑科学与工程学报 , 2024 , 41 (02) : 173-180 . |
| MLA | 刘齐建 et al. "地面超载下摩擦单桩负摩阻力的连续介质力学解" . | 建筑科学与工程学报 41 . 02 (2024) : 173-180 . |
| APA | 刘齐建 , 苏耀辉 , 黄奕彬 , 邓涛 . 地面超载下摩擦单桩负摩阻力的连续介质力学解 . | 建筑科学与工程学报 , 2024 , 41 (02) , 173-180 . |
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深部岩体非线性大变形特性引发的岩爆灾害一直是岩土工程的世界性难题，严重制约了工程建设的施工进度和工程安全，加强对岩爆防治措施的深入研究刻不容缓。基于钢管挤压变形原理，提出了一种新型的缩管式恒阻大变形锚杆，该种锚杆可在容许较大的变形量的同时提供较高的恒阻力。在前期研究的基础上，通过落锤冲击试验探索了缩管式恒阻大变形锚杆的抗冲击性能。试验结果表明：在整个冲击过程中，缩管式恒阻大变形锚杆的工作阻力稳定在150～180 kN范围内，恒阻特性显著；缩管式恒阻大变形锚杆吸收能量大、效率高，单次可吸收冲击能量53 kJ；在冲击过程中，试件压缩率仅减小了0.54%～1.43%，变形情况较为稳定。缩管式恒阻大变形锚杆具有良好的抗冲击特能，可为地下工程建设过程中岩爆灾害的治理提供有力的技术支撑。
Keyword ：
岩爆 岩爆 恒阻力 恒阻力 抗冲击特性 抗冲击特性 缩管式恒阻大变形锚杆 缩管式恒阻大变形锚杆 落锤冲击试验 落锤冲击试验
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| GB/T 7714 | 赵明珠 , 吴学震 , 叶青 et al. 缩管式恒阻大变形锚杆抗冲击特性及其治理岩爆潜力研究 [J]. | 岩土力学 , 2024 , (11) . |
| MLA | 赵明珠 et al. "缩管式恒阻大变形锚杆抗冲击特性及其治理岩爆潜力研究" . | 岩土力学 11 (2024) . |
| APA | 赵明珠 , 吴学震 , 叶青 , 王刚 , 蒋宇静 , 邓涛 . 缩管式恒阻大变形锚杆抗冲击特性及其治理岩爆潜力研究 . | 岩土力学 , 2024 , (11) . |
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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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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 . |
| 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 (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 . |
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Abstract ：
本实用新型涉及一种适用于连接曲面构件的紧固件，包括至少两个曲面构件，两个曲面构件之间经紧固件结构固定，紧固件结构包括设置在曲面构件的凹面内的异形螺母，异形螺母靠近曲面构件凹面的一侧设有与其相适配的弧形面，定位件由曲面构件的凸面依次穿过曲面构件、异形螺母延伸至曲面构件的凹面。本实用新型结构简单，设计合理，有利于螺母与被连接曲面构件的弧度相适应，使两个曲面构件紧密贴合，增大紧固件与被连接件之间的接触面积，大幅度减少应力集中现象，增加两个曲面构件之间的压紧力。
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| GB/T 7714 | 邓涛 , 郑路 , 郑锋锺 et al. 一种适用于连接曲面构件的紧固件 : CN202222698529.8[P]. | 2022-10-13 00:00:00 . |
| MLA | 邓涛 et al. "一种适用于连接曲面构件的紧固件" : CN202222698529.8. | 2022-10-13 00:00:00 . |
| APA | 邓涛 , 郑路 , 郑锋锺 , 许杰 , 郑嘉勇 , 赖鹏安 . 一种适用于连接曲面构件的紧固件 : CN202222698529.8. | 2022-10-13 00:00:00 . |
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本发明提出一种恒定刚度边界水压致裂试验装置，包括围压加载系统、轴压加载系统、水压加载系统、围压监测系统、轴压监测系统、水压监测系统、侧向变形测量系统、轴向变形测量系统、岩石试件和计算机控制系统。本发明实现恒定刚度边界水压致裂试验的原理是：在施加水压的过程中，计算机控制系统根据监测得到的岩石试件侧向变形计算为了保持恒定刚度所需要的围压，进而通过自动控制不断修正围压的大小，从而实现恒定刚度边界，直至试件被压裂。本发明实现了恒定刚度边界条件下的水压致裂室内模拟试验，更真实的再现岩石在工程现场的物理力学性质，为现场工程的设计和施工提供更准确的数据。
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| GB/T 7714 | 吴学震 , 邓涛 , 王刚 et al. 恒定刚度边界水压致裂试验装置 : CN202210098682.9[P]. | 2022-01-27 00:00:00 . |
| MLA | 吴学震 et al. "恒定刚度边界水压致裂试验装置" : CN202210098682.9. | 2022-01-27 00:00:00 . |
| APA | 吴学震 , 邓涛 , 王刚 , 蒋宇静 , 缪圆冰 . 恒定刚度边界水压致裂试验装置 : CN202210098682.9. | 2022-01-27 00:00:00 . |
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本发明提出一种可模拟现实环境的软岩遇水膨胀特性试验装置，包括轴压加载系统、围压加载系统、水供应系统、侧向变形测量系统、轴向变形测量系统、岩土体试件和计算机控制系统。本发明在岩土体浸水膨胀的过程中实时测量试件不同层高位置的侧向变形，计算机控制系统根据侧向变形计算为了保持各个位置恒定侧向刚度所需要的围压，进而发出指令不断修正围压的大小，直至试验结束，从而实现了三向约束和恒定刚度边界条件下的浸水膨胀试验，真实模拟软岩遇水膨胀的现实环境。
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| GB/T 7714 | 吴学震 , 王刚 , 蒋宇静 et al. 可模拟现实环境的软岩遇水膨胀特性试验装置 : CN202210098670.6[P]. | 2022-01-27 00:00:00 . |
| MLA | 吴学震 et al. "可模拟现实环境的软岩遇水膨胀特性试验装置" : CN202210098670.6. | 2022-01-27 00:00:00 . |
| APA | 吴学震 , 王刚 , 蒋宇静 , 邓涛 , 郑路 . 可模拟现实环境的软岩遇水膨胀特性试验装置 : CN202210098670.6. | 2022-01-27 00:00:00 . |
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本发明提出一种可智能化反映原岩应力变化的注浆模拟试验系统，包括：轴向压力加载系统、第一水平方向加载系统、第二水平方向加载系统、注浆加载系统、轴向压力监测系统、第一水平方向压力监测系统、第二水平方向压力监测系统、注浆压力监测系统、轴向变形测量系统、第一水平方向变形测量系统、第二水平方向变形测量系统、计算机控制系统和岩石试件：通过三个方向的加载系统对试件施加初始压力；通过注浆加载系统施加注浆压力，在施加注浆压力的过程中实时测量试件的各向变形，计算机控制系统根据各向变形计算为了保持恒定刚度所需要的三个方向压力，进而发出指令不断修正三个方向压力的大小，直至试验结束。
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| GB/T 7714 | 吴学震 , 关振长 , 蒋宇静 et al. 可智能化反映原岩应力变化的注浆模拟试验系统 : CN202210098681.4[P]. | 2022-01-27 00:00:00 . |
| MLA | 吴学震 et al. "可智能化反映原岩应力变化的注浆模拟试验系统" : CN202210098681.4. | 2022-01-27 00:00:00 . |
| APA | 吴学震 , 关振长 , 蒋宇静 , 邓涛 , 曹洋 . 可智能化反映原岩应力变化的注浆模拟试验系统 : CN202210098681.4. | 2022-01-27 00:00:00 . |
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本发明提供一种恒定侧向刚度常规三轴试验装置及其试验方法，包括用于给岩石试件施加围压的围压加载系统、用于给岩石试件施加轴向压力的轴压加载系统、用于监测岩石试件所承受围压大小的围压监测系统、用于监测岩石试件所承受轴向压力大小的轴压监测系统、用于测量岩石试件侧向变形大小的侧向变形测量系统、用于测量岩石试件轴向变形大小的轴向变形测量系统和计算机控制系统，围压加载系统、轴压加载系统、围压监测系统、轴压监测系统、侧向变形测量系统及轴向变形测量系统均与计算机控制系统电连接。本发明设计巧妙，结构合理，具有广阔应用前景。
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| GB/T 7714 | 蒋宇静 , 吴学震 , 王刚 et al. 恒定侧向刚度常规三轴试验装置及其试验方法 : CN202210099199.2[P]. | 2022-01-27 00:00:00 . |
| MLA | 蒋宇静 et al. "恒定侧向刚度常规三轴试验装置及其试验方法" : CN202210099199.2. | 2022-01-27 00:00:00 . |
| APA | 蒋宇静 , 吴学震 , 王刚 , 关振长 , 李博 , 邓涛 . 恒定侧向刚度常规三轴试验装置及其试验方法 : CN202210099199.2. | 2022-01-27 00:00:00 . |
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