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学者姓名：戴自航
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Abstract ：
The Vlasov foundation model and its variations belong to two-parameter elastic foundation beam models that can rationally reflect the displacement decrease law with increasing depth within the compressible elasticity layer. They are, however, only applicable for foundation beams resting on a single bearing stratum or horizontally layered soils. To meet the need to calculate slope anchor frames resting on nonsingle bearing strata or nonhorizontally layered soils that may often be encountered in practical engineering, a refined Vlasov model was presented in this paper. In this model, a general expression of the weighted thickness of the elasticity layer was established, and the corresponding expressions of the two parameters of soil resistance, as well as coefficient gamma, were deduced. Meanwhile, it was found that by dividing the relative stiffness of beam-soil into two variables expressed with a logarithm, the calibration factor chi P can be formulated by fitting its relationship with the two variables so that the problem of determining the thickness of the elasticity layer of the Vlasov model can be resolved. Based on the aforementioned, the finite-difference method was established considering the conditions of static equilibrium and compatible deformation of slope anchor frames. A corresponding computer program that can perform all operations was developed using Matlab (version 2019a). The three-dimensional finite-element method can truthfully simulate the slope anchor frame resting on nonsingle strata and obtain a high-precision numerical solution to this elastic mechanics problem. The example shows that the results by the finite-difference method based on the refined Vlasov model agreed well with those by the finite-element method, demonstrating the reliability of the finite-difference method. Furthermore, comparisons show that if a slope anchor frame resting on nonsingle bearing strata is simplified as a frame resting on a single bearing stratum like people used to do, it will lead to an overconservative or unsafe design result. The significance of this study lies in providing a valid and reliable approach for calculating the displacement and internal forces of slope anchor frames resting on nonsingle bearing strata.
Keyword ：
Bearing stratum Bearing stratum Finite-deference method Finite-deference method Foundation beam Foundation beam Refined Vlasov foundation model Refined Vlasov foundation model Slope anchor frame Slope anchor frame
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| GB/T 7714 | Yang, Jia-Hao , Dai, Zi-Hang , Tang, Xue-Feng . A Refined Vlasov Foundation Model and Finite-Difference Method for Computing Slope Anchor Frame Resting on Nonsingle Bearing Strata [J]. | INTERNATIONAL JOURNAL OF GEOMECHANICS , 2024 , 24 (10) . |
| MLA | Yang, Jia-Hao 等. "A Refined Vlasov Foundation Model and Finite-Difference Method for Computing Slope Anchor Frame Resting on Nonsingle Bearing Strata" . | INTERNATIONAL JOURNAL OF GEOMECHANICS 24 . 10 (2024) . |
| APA | Yang, Jia-Hao , Dai, Zi-Hang , Tang, Xue-Feng . A Refined Vlasov Foundation Model and Finite-Difference Method for Computing Slope Anchor Frame Resting on Nonsingle Bearing Strata . | INTERNATIONAL JOURNAL OF GEOMECHANICS , 2024 , 24 (10) . |
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To combine the advantages of the Mohr-Coulomb and the Duncan-Chang models, a new model called the nonlinear elastic-perfectly plastic model was established. In the numerical implementation of this model, a newly developed smoothing technique for yield and plastic potential surfaces was employed to accurately fit the side face of the hexagonal pyramid surface of the Mohr-Coulomb criterion. A user material subroutine was developed in Abaqus and was verified by modeling a conventional triaxial test of a soil specimen with the feature of a nonlinear elastic-perfectly plastic model. Finally, to further validate the applicability of this model and its subroutine, the 3D numerical simulation of a relatively complex deep excavation project was performed, and the results were compared with measured data, the results determined by the method recommended in the current code, and the results of the Mohr-Coulomb and Duncan-Chang models. The comparison demonstrates that the results of this new model were the closest to the measurements.
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| GB/T 7714 | Xu, X. , Dai, Z-H , Chen, L-J et al. Nonlinear Elastic-Perfectly Plastic Model of Soil and its Numerical Implementation and Application [J]. | SOIL MECHANICS AND FOUNDATION ENGINEERING , 2022 , 59 (3) : 215-223 . |
| MLA | Xu, X. et al. "Nonlinear Elastic-Perfectly Plastic Model of Soil and its Numerical Implementation and Application" . | SOIL MECHANICS AND FOUNDATION ENGINEERING 59 . 3 (2022) : 215-223 . |
| APA | Xu, X. , Dai, Z-H , Chen, L-J , Xu, X-T . Nonlinear Elastic-Perfectly Plastic Model of Soil and its Numerical Implementation and Application . | SOIL MECHANICS AND FOUNDATION ENGINEERING , 2022 , 59 (3) , 215-223 . |
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To enhance the accuracy and reliability of the design calculation for reinforced concrete slope-stabilizing pile, a three-dimensional and threefold nonlinear numerical modeling method was proposed. Namely, in the three-dimensional modeling the material nonlinearity is considered with soil modeled with a nonlinear elastic model, and reinforced concrete pile with an advanced damaged plasticity model for the first time in particular. The boundary nonlinearity is considered by using the Coulomb friction to model the interactions on both soil-pile and soil-rock interfaces. And the geometry nonlinearity is taken into account by adopting the large deformation algorithm. In addition, a post-processing approach for the sectional bending moment of pile body is presented when a reinforced concrete pile is modeled with solid elements, and steel bars with truss elements embedded in concrete. The proposed method was successfully applied to model a pilot pile. The same ultimate bearing capacity as the test was obtained. Comparisons also show that the computed displacements and maximum moments agreed well with the measurements regardless of whether the pile was working in the elastic or damaged plastic state, and even the advent of cracking was identical with the test. In addition, the fluctuation phenomenon of moment diagrams of the pile body in the damaged plastic state as well as the spatial distribution of soil resistance were revealed for the first time. The outcomes highlighted the accuracy, reliability and efficiency of the proposed method.
Keyword ：
Bending moment Bending moment Displacement Displacement Slope-stabilizing pile Slope-stabilizing pile Soil resistance Soil resistance Threefold nonlinear Threefold nonlinear
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| GB/T 7714 | Dai, Zihang , Yang, Jianhui , Dai, Rui et al. Three-Dimensional and Threefold Nonlinear Numerical Modeling for Slope-Stabilizing Pile [J]. | KSCE JOURNAL OF CIVIL ENGINEERING , 2022 , 26 (11) : 4390-4406 . |
| MLA | Dai, Zihang et al. "Three-Dimensional and Threefold Nonlinear Numerical Modeling for Slope-Stabilizing Pile" . | KSCE JOURNAL OF CIVIL ENGINEERING 26 . 11 (2022) : 4390-4406 . |
| APA | Dai, Zihang , Yang, Jianhui , Dai, Rui , Zhu, Qiaochuan . Three-Dimensional and Threefold Nonlinear Numerical Modeling for Slope-Stabilizing Pile . | KSCE JOURNAL OF CIVIL ENGINEERING , 2022 , 26 (11) , 4390-4406 . |
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Fully buried portal frame-shaped piles have been widely used to control and stabilize largescale landslides or slopes. However, the working mechanism of portal frame piles, such as the soil-pile interaction and load transfer behavior, is still not fully understood, which has limited the development of effective pile designs and construction. In this study, a well-designed laboratory model test was conducted in a sandy soil slope with a man-made slip surface. Nine portal frame piles were installed, synthetically considering the pile spacing between the rear and front piles as well as the support condition of the pile ends. To make the test closer to reality, in addition to a small thrust due to the excavation of the slope, greater landslide thrusts were imposed on the rear side of the portal frame piles by gradually applying static loads on the top of the slope. It is found that in addition to a concentrated thrust transferred via the cap beam, a landslide thrust accounting for 30 to 60 % of the landslide thrust on the rear pile was transmitted to the front pile by the soil sandwiched between the rear and front piles, which should not be ignored in designs. Meanwhile, to evenly mobilize the bearing capacity of both the rear and front piles, the reasonable spacing between them should be 1.0 to 1.5 times the diameter of the pile. The study also shows that portal frame piles should be embedded in a stable soil layer rather than the bedrock if they can meet the requirements for bearing capacity.
Keyword ：
landslide thrust landslide thrust portal frame-shaped pile portal frame-shaped pile soil resistance soil resistance support condition of pile end support condition of pile end working mechanism working mechanism
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| GB/T 7714 | Dai, Zihang , Qiu, Zhihua , Li, Hengyang et al. Laboratory Model Test of Fully Buried Portal Frame-Shaped Slope-Stabilizing Piles [J]. | GEOTECHNICAL TESTING JOURNAL , 2022 , 45 (2) : 390-410 . |
| MLA | Dai, Zihang et al. "Laboratory Model Test of Fully Buried Portal Frame-Shaped Slope-Stabilizing Piles" . | GEOTECHNICAL TESTING JOURNAL 45 . 2 (2022) : 390-410 . |
| APA | Dai, Zihang , Qiu, Zhihua , Li, Hengyang , Lu, Caijin , Yang, Jianhui . Laboratory Model Test of Fully Buried Portal Frame-Shaped Slope-Stabilizing Piles . | GEOTECHNICAL TESTING JOURNAL , 2022 , 45 (2) , 390-410 . |
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Wind energy is one of the most sustainable and renewable resources for power generation. Offshore wind turbines (OWTs) derive significant wind energy compared to onshore installations. One of the greatest challenges encountered by installing the OWTs is the adequate design of their foundation in relatively soft and compressible marine soil. In most cases, the OWTs are supported by a single pile, termed as 'monopile foundation'. Apart from the usual loads from the superstructure, these piles are subjected to complex loading conditions under static and cyclic modes in the axial, lateral, and torsional directions due to the primary actions of the wave, wind, and current. To incorporate an appropriate design methodology, understanding the failure mechanisms of such piles is of the utmost necessity. This review paper aims to focus on the progressive development in the analysis of failure mechanisms and design practice relevant to the monopile foundations for OWTs by theoretical and experimental studies conducted globally. An extensive literature survey has been carried out to study the gradual progress on offshore pile-soil interaction, failure mechanisms, and design techniques of OWT supporting monopile foundations. Based on the studies, a brief overview of the various aspects of analysis and design has been carried out, and the relevant conclusions are drawn therefrom.
Keyword ：
failure mechanisms failure mechanisms offshore pile foundations offshore pile foundations offshore wind turbine offshore wind turbine wind energy wind energy
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| GB/T 7714 | Basack, Sudip , Goswami, Ghritartha , Dai, Zi-Hang et al. Failure-Mechanism and Design Techniques of Offshore Wind Turbine Pile Foundation: Review and Research Directions [J]. | SUSTAINABILITY , 2022 , 14 (19) . |
| MLA | Basack, Sudip et al. "Failure-Mechanism and Design Techniques of Offshore Wind Turbine Pile Foundation: Review and Research Directions" . | SUSTAINABILITY 14 . 19 (2022) . |
| APA | Basack, Sudip , Goswami, Ghritartha , Dai, Zi-Hang , Baruah, Parinita . Failure-Mechanism and Design Techniques of Offshore Wind Turbine Pile Foundation: Review and Research Directions . | SUSTAINABILITY , 2022 , 14 (19) . |
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理论和试验表明广义双剪应力准则比传统的Mohr-Coulomb准则能更准确地表述岩土材料的抗剪强度.然而,现有的大型有限元等数值软件中均没有基于该准则的本构模型.为对Mohr-Coulomb准则进行光滑化而提出的Gudehus-Argyris(G-A)函数,其实是广义双剪应力屈服函数的角隅函数.通过对该角隅函数的研究,构造G-A角隅模型,推导各流动矢量计算表达式;在ABAQUS平台上,采用Fortran语言编制相应的基于完全隐式向后欧拉积分算法的UMAT子程序;将该子程序应用于模拟常规三轴压缩、单轴拉伸和真三轴试验以及一均质路堤稳定性分析中,并与ABAQUS内嵌Mohr-Coulomb模型的结果进行了对比.结果 表明,该角隅模型的数值实现方法是完全正确,可靠的,有利于广义双剪应力准则的实际应用,以克服传统的Mohr-Coulomb模型偏于保守的缺陷.
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| GB/T 7714 | 戴自航 , 何振 . 广义双剪应力准则的一种角隅模型的数值实现及应用 [J]. | 岩石力学与工程学报 , 2021 , 40 (11) : 2320-2329 . |
| MLA | 戴自航 et al. "广义双剪应力准则的一种角隅模型的数值实现及应用" . | 岩石力学与工程学报 40 . 11 (2021) : 2320-2329 . |
| APA | 戴自航 , 何振 . 广义双剪应力准则的一种角隅模型的数值实现及应用 . | 岩石力学与工程学报 , 2021 , 40 (11) , 2320-2329 . |
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At present, the weights of most evaluation indexes in fuzzy analysis methods of rock slope are a fixed value. However, the influence of the evaluation indexes on slope stability actually remains uncertain and fuzzy. As a result, if only the fixed weights are employed, it will disagree with the reality. To overcome the current problem, the cloud model method was introduced in the paper. In addition, the analytic hierarchy process (AHP) method for group decision based on confidence indexes was proposed to construct the cloud model of weight. In the meanwhile, the evaluation indexes, grading standards, grading intervals and cloud model characteristic parameters were determined by referring to the recommended China's industry standards and the experiences of previous researchers. On this basis, an application program was developed using Python language. The application was applied in the stability evaluation of a rock slope in Donghu Town, Lianjiang County, Fujian Province, China. According to the results, the slope was generally stable, but very unstable in some local areas. The result was highly or basically consistent with the result of CSMR, FLAC, AHP-TOPSIS, FSMR, or Fuzzy-AHP method as well as the actual situation on site, confirming the effectiveness of this evaluation method.
Keyword ：
Cloud model Cloud model Confidence index Confidence index Group decision-making AHP Group decision-making AHP Rock slope Rock slope Weight Weight
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| GB/T 7714 | Chen, Zhong-Yuan , Dai, Zi-Hang . Application of group decision-making AHP of confidence index and cloud model for rock slope stability evaluation [J]. | COMPUTERS & GEOSCIENCES , 2021 , 155 . |
| MLA | Chen, Zhong-Yuan et al. "Application of group decision-making AHP of confidence index and cloud model for rock slope stability evaluation" . | COMPUTERS & GEOSCIENCES 155 (2021) . |
| APA | Chen, Zhong-Yuan , Dai, Zi-Hang . Application of group decision-making AHP of confidence index and cloud model for rock slope stability evaluation . | COMPUTERS & GEOSCIENCES , 2021 , 155 . |
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Abstract ：
理论和试验表明广义双剪应力准则比传统的Mohr-Coulomb准则能更准确地表述岩土材料的抗剪强度。然而,现有的大型有限元等数值软件中均没有基于该准则的本构模型。为对Mohr-Coulomb准则进行光滑化而提出的Gudehus-Argyris(G-A)函数,其实是广义双剪应力屈服函数的角隅函数。通过对该角隅函数的研究,构造G-A角隅模型,推导各流动矢量计算表达式;在ABAQUS平台上,采用Fortran语言编制相应的基于完全隐式向后欧拉积分算法的UMAT子程序;将该子程序应用于模拟常规三轴压缩、单轴拉伸和真三轴试验以及一均质路堤稳定性分析中,并与ABAQUS内嵌Mohr-Coulomb模型的结...
Keyword ：
Gudehus-Argyris函数 Gudehus-Argyris函数 Mohr-Coulomb准则 Mohr-Coulomb准则 UMAT UMAT 土力学 土力学 完全隐式向后欧拉算法 完全隐式向后欧拉算法 广义双剪应力准则 广义双剪应力准则
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| GB/T 7714 | 戴自航 , 何振 . 广义双剪应力准则的一种角隅模型的数值实现及应用 [J]. | 岩石力学与工程学报 , 2021 , 40 (11) : 2320-2329 . |
| MLA | 戴自航 et al. "广义双剪应力准则的一种角隅模型的数值实现及应用" . | 岩石力学与工程学报 40 . 11 (2021) : 2320-2329 . |
| APA | 戴自航 , 何振 . 广义双剪应力准则的一种角隅模型的数值实现及应用 . | 岩石力学与工程学报 , 2021 , 40 (11) , 2320-2329 . |
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锚拉或刚架抗滑桩的准确计算是较为困难的,有关其计算方法的研究报道尚不多见.为此,以福建省某特大型滑坡治理设计为例,探讨了这两类桩的位移和内力计算的弹性支座连续梁法(结构力学求解器的解析法)和弹性杆系有限元法(数值法).结果 表明,二者对锚索抗滑桩的计算结果相当一致:一方面表明虽然前者建模较繁复,但其使用简单,且可获得问题的解析解,不失为计算这些抗滑支挡结构的新方法;另一方面表明后者虽作为一种数值方法,却具有足够的计算精度,是一种建模简单、便于应用的方法.同时表明,滑坡推力分布形式的假定不同对计算结果影响显著,继而对滑坡治理工程的造价影响很大,因而,在大型滑(边)坡治理工程中对其进行慎重分析和合理考虑是十分重要的.
Keyword ：
刚架抗滑桩 刚架抗滑桩 弹性支座连续梁法 弹性支座连续梁法 弹性杆系有限元法 弹性杆系有限元法 滑坡推力 滑坡推力 锚索抗滑桩 锚索抗滑桩
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| GB/T 7714 | 徐根连 , 贺荣华 , 郭定国 et al. 锚拉或刚架抗滑桩计算的解析和数值方法 [J]. | 工程勘察 , 2020 , 48 (7) : 32-40 . |
| MLA | 徐根连 et al. "锚拉或刚架抗滑桩计算的解析和数值方法" . | 工程勘察 48 . 7 (2020) : 32-40 . |
| APA | 徐根连 , 贺荣华 , 郭定国 , 赖有泉 , 戴自航 . 锚拉或刚架抗滑桩计算的解析和数值方法 . | 工程勘察 , 2020 , 48 (7) , 32-40 . |
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降雨是导致边坡失稳的主要诱因之一,如何对建筑边坡稳定性的降雨阈值进行确定尤其重要.首先引入云模型的评价方法建立建筑边坡稳定性评价体系.该评价体系综合考虑边坡岩土体的主要地质特征以及降雨历时、降雨强度和前期降雨量等因素,并采用改进的熵权层次分析法得到各评价指标的权重.其次,根据评价体系对不同降雨工况下的边坡稳定性评价,得出边坡基本稳定-欠稳定以及欠稳定-不稳定的降雨阈值方程.最后将该降雨阈值方程应用于分析福建省南平市金龙花园小区边坡2010年6月13日至2010年6月18日降雨期间的稳定状态.分析结果中有5天的与边坡实际情况相吻合,仅有6月15日的分析结果与实际情况有所偏差.结果 表明该方法具有较好的可靠性和实用性.
Keyword ：
云模型 云模型 前期降雨量 前期降雨量 建筑边坡 建筑边坡 降雨历时 降雨历时 降雨强度 降雨强度
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| GB/T 7714 | 陈忠源 , 戴自航 . 降雨条件下建筑边坡稳定性的云模型评价方法 [J]. | 中国地质灾害与防治学报 , 2020 , 31 (2) : 50-56 . |
| MLA | 陈忠源 et al. "降雨条件下建筑边坡稳定性的云模型评价方法" . | 中国地质灾害与防治学报 31 . 2 (2020) : 50-56 . |
| APA | 陈忠源 , 戴自航 . 降雨条件下建筑边坡稳定性的云模型评价方法 . | 中国地质灾害与防治学报 , 2020 , 31 (2) , 50-56 . |
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