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学者姓名：曹光伟
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Abstract ：
Earthquakes occur frequently in China ' s offshore areas, and seismio aotions significantly affeot the stability of offshore wind power foundations and wind turbine structures. Here, to correctly and effectively calculate seismic dynamic responses of offshore wind power structures, a viscoelastic artificial boundary-based 3D layered soil seismic equivalent node force calculation formula was derived according to wave theory and Snell law, and its correctness was verified. Then, taking the foundation of a certain wind power field in Putian, Fujian Province as an example, a 3D integrated numerical analysis model for 5 MW wind turbine-single pile-layered seabed was established to analyze dynamic response of offshore wind power under earthquake. The study showed that when earthquake occurs, responses of soil bodies at different positions in foundation are different, for shallow soil body around pile, the closer the distance to pile foundation, the smaller the soil body acceleration response, pile foundation can have a certain suppressing effect on acceleration of shallow layer soil body around piles; effects of pile foundation on shear strain of soil layers at different depths also have larger differences; for wind turbine structure, the maximum displacement occurs at tower top, while the maximum acceleration and the maximum stress occur in middle of tower. © 2025 Chinese Vibration Engineering Society. All rights reserved.
Keyword ：
Dynamic response Dynamic response Earthquake effects Earthquake effects Earthquake engineering Earthquake engineering Offshore structures Offshore structures Offshore wind turbines Offshore wind turbines Pile foundations Pile foundations Piles Piles Seismic response Seismic response Shear deformation Shear deformation Shear flow Shear flow Shear strain Shear strain Structural dynamics Structural dynamics Vibration analysis Vibration analysis
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| GB/T 7714 | Chen, Zhibo , Liu, Haibo , Cao, Guangwei et al. Seismic response analysis of offshore wind turbine in layered subsoils based on viscoelastic artificial boundary [J]. | Journal of Vibration and Shock , 2025 , 44 (3) : 291-300 and 308 . |
| MLA | Chen, Zhibo et al. "Seismic response analysis of offshore wind turbine in layered subsoils based on viscoelastic artificial boundary" . | Journal of Vibration and Shock 44 . 3 (2025) : 291-300 and 308 . |
| APA | Chen, Zhibo , Liu, Haibo , Cao, Guangwei , He, Ben , Zeng, Xuming , Pan, Shenggui . Seismic response analysis of offshore wind turbine in layered subsoils based on viscoelastic artificial boundary . | Journal of Vibration and Shock , 2025 , 44 (3) , 291-300 and 308 . |
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In this study, the shaking table tests were conducted to investigate the seismic response of a high-filled reinforced embankment supported by pile and slab structure on slope terrain. The macroscopic damage phenomena of the test model, acceleration response, displacement, dynamic earth pressure and bending moment of the pile were thoroughly examined and discussed. The results revealed that the high-filled subgrade reinforced embankment had a favorable seismic stability. Despite the absence of collapse after 1.2 g seismic load, there was a certain extent reduction in structural resonance frequency. The dynamic earth pressure behind the pile initially increased from the top to the bottom and subsequently decreased near the soil boundary. However, with the seismic magnitude increasing, the peak value of the earth pressure near the pile bottom gradually increased due to pile rotation. The bending moment of the pile presented a bow-shaped distribution. The acceleration exhibited a notable amplification effect along the height of model, while the horizontal acceleration amplification factor decreased with seismic magnitude. Furthermore, the time-frequency domain characteristics and energy distribution of the model were investigated using the Hilbert-Huang Transform. This study provides a theoretical basis for the design of supporting structures for high-filled subgrades in high-intensity earthquake areas.
Keyword ：
Anti-slide piles Anti-slide piles High-filled embankment High-filled embankment Hilbert-Huang transform Hilbert-Huang transform Shaking table test Shaking table test
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| GB/T 7714 | Deng, Weiting , Ding, Xuanming , Yang, Changwei et al. Seismic response of high-filled reinforced embankment supported by pile and slab structure on slope terrain [J]. | TRANSPORTATION GEOTECHNICS , 2025 , 50 . |
| MLA | Deng, Weiting et al. "Seismic response of high-filled reinforced embankment supported by pile and slab structure on slope terrain" . | TRANSPORTATION GEOTECHNICS 50 (2025) . |
| APA | Deng, Weiting , Ding, Xuanming , Yang, Changwei , Ou, Qiang , Wang, Chunyan , Cao, Guangwei et al. Seismic response of high-filled reinforced embankment supported by pile and slab structure on slope terrain . | TRANSPORTATION GEOTECHNICS , 2025 , 50 . |
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我国近海地震频发,地震作用对海上风电基础与风机结构的稳定性影响大.为了准确有效地计算海上风电结构地震动力响应,该文根据波动理论和斯奈尔定律,推导了基于黏弹性人工边界的三维成层土地震等效节点力计算公式,并验证了其准确性.在此基础上,以福建莆田某风电场地基为例,建立5 MW风机-单桩-成层海床三维一体化数值分析模型,进行了地震作用下的海上风电动力响应分析.研究表明:当地震发生时,地基中不同位置的土体响应不同,对于浅层桩周土体,距离桩基越近,土体加速度响应越小,桩基会对浅层桩周土体的加速度有一定抑制作用;桩基对不同深度的土层剪应变影响也相差较大.对于风机结构而言,最大位移发生在塔架顶部,最大加速度和最大应力发生在塔架中部.
Keyword ：
单桩式海上风电 单桩式海上风电 地震响应 地震响应 成层地基 成层地基 等效节点力 等效节点力 黏弹性人工边界 黏弹性人工边界
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| GB/T 7714 | 陈志波 , 刘海波 , 曹光伟 et al. 基于黏弹性人工边界的成层地基中海上风机地震响应分析 [J]. | 振动与冲击 , 2025 , 44 (3) : 291-300,308 . |
| MLA | 陈志波 et al. "基于黏弹性人工边界的成层地基中海上风机地震响应分析" . | 振动与冲击 44 . 3 (2025) : 291-300,308 . |
| APA | 陈志波 , 刘海波 , 曹光伟 , 何奔 , 曾旭明 , 潘生贵 . 基于黏弹性人工边界的成层地基中海上风机地震响应分析 . | 振动与冲击 , 2025 , 44 (3) , 291-300,308 . |
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The analytical solution for the lateral dynamic response of offshore large-diameter pipe piles embedded in seawater and layered saturated seabed soil is proposed. The hydrodynamic pressures of the outer and inner seawater are derived based on the inviscid compressible assumption of fluid, and the dynamic soil resistances of the outer and inner layered saturated seabed soil are derived based on Biot's poroelastic theory. The analytical expressions of the lateral dynamic response of the pile are obtained by using the transfer matrix method, and the dynamic characteristics of the lateral response of offshore pipe piles are parametrically investigated. It is concluded from the analysis results that the outer and inner hydrodynamic pressures significantly affect the natural frequency of the pile-water-soil system. Additionally, employing a homogeneous soil model with the same average modulus to represent the layered seabed soil can lead to significantly inaccurate estimations of the natural frequency and pile-head displacement of offshore pipe piles.
Keyword ：
Dynamic response Dynamic response Hydrodynamic pressure Hydrodynamic pressure Lateral vibration Lateral vibration Layered poroelastic soil Layered poroelastic soil Offshore pipe piles Offshore pipe piles
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| GB/T 7714 | Zheng, Changjie , Lin, Hao , Zhang, Zhichao et al. Response of offshore large-diameter pipe piles in layered poroelastic soil to lateral dynamic loading [J]. | OCEAN ENGINEERING , 2025 , 316 . |
| MLA | Zheng, Changjie et al. "Response of offshore large-diameter pipe piles in layered poroelastic soil to lateral dynamic loading" . | OCEAN ENGINEERING 316 (2025) . |
| APA | Zheng, Changjie , Lin, Hao , Zhang, Zhichao , Ding, Xuanming , Cao, Guangwei . Response of offshore large-diameter pipe piles in layered poroelastic soil to lateral dynamic loading . | OCEAN ENGINEERING , 2025 , 316 . |
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目的：在实际工程施工过程中，由于XCC桩属于挤土桩，其安装或沉桩过程将使桩周土体产生变形，而这种挤土荷载（尤其是侧向挤土位移）会对既有桩施加附加的桩身响应，从而导致桩基破坏。本文旨在探讨砂土中相邻XCC桩贯入对既有XCC桩的影响，研究贯入过程中不同土体相对密实度和既有桩截面几何形状的情形下既有桩侧向响应及桩周土体应力的发展规律。创新点：1.探讨了相对密实度和截面几何形状对既有桩侧向响应的影响；2.揭示了贯入过程中既有桩桩周土体应力变化规律。方法：1.基于沉桩加载模型试验系统，开展一系列砂土中相邻XCC桩贯入对既有XCC桩影响的1g模型试验；2.考虑土体相对密实度和既有桩截面几何效应的影响，获得砂土中相邻XCC桩贯入过程中既有XCC桩的侧向响应以及桩周土体应力变化的趋势。结论：1.既有XCC桩侧向响应对相对密实度和截面几何效应的变化很敏感，主要表现为既有XCC桩的弯矩随着它们的增加而增大；2.既有XCC桩周围不同深度的土体径向应力随贯入深度的变化呈现出不同的发展趋势，而且由于既有桩的遮挡效应，土体的径向应力的变化不再表现出“h/R效应”；3.径向应力峰值σ'_(r＿max)/σ'_(v0)随着径向距离r/R的增加而以指数函数的形式减小，松砂中σ'_(r＿max)/σ'_(v0)随r/R的衰减指数要大于中密砂和密砂中的衰减指数。
Keyword ：
XCC桩 XCC桩 侧向响应 侧向响应 径向应力 径向应力 模型试验 模型试验 贯入 贯入
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| GB/T 7714 | 周鹏 , 徐建辉 , 徐长节 et al. 砂土中相邻现浇X形混凝土（XCC）桩贯入对既有XCC桩的影响研究（英文） [J]. | Journal of Zhejiang University-Science A(Applied Physics & Engineering) , 2024 , 25 (07) : 557-573 . |
| MLA | 周鹏 et al. "砂土中相邻现浇X形混凝土（XCC）桩贯入对既有XCC桩的影响研究（英文）" . | Journal of Zhejiang University-Science A(Applied Physics & Engineering) 25 . 07 (2024) : 557-573 . |
| APA | 周鹏 , 徐建辉 , 徐长节 , 曹光伟 , 崔杰 , 丁选明 . 砂土中相邻现浇X形混凝土（XCC）桩贯入对既有XCC桩的影响研究（英文） . | Journal of Zhejiang University-Science A(Applied Physics & Engineering) , 2024 , 25 (07) , 557-573 . |
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At present, research on XCC piles has mainly focused on clay foundations; however, there has been little research on XCC piles in sand. In addition, the compaction effect of a pile had been mainly analyzed when the penetration of the XCC pile was studied, while ignoring the key problem that these compaction displacement loads produce additional pile responses to adjacent existing piles in actual engineering constructions. Therefore, this study adopted a Coupled Eulerian-Lagrangian (CEL) large deformation numerical technique for establishing an integrated CEL finite element numerical model of an adjacent XCC pile-sand-existing XCC pile. The numerical results were compared with the measured data from indoor model tests, which verified the feasibility and validated the CEL numerical technique for analyzing adjacent XCC pile-soil-existing XCC pile interactions. Subsequently, a series of parametric studies were performed to explore the influences of the penetration depth, spacing between adjacent piles and existing piles, and boundary conditions of the existing pile head on the lateral response of the existing pile. Finally, based on the results of the parametric analysis, a set of design charts that can be used by geotechnical engineers to evaluate the maximum lateral response of existing XCC piles caused by the penetration of adjacent XCC piles at the early design stage were developed to mitigate the risks associated with pile foundation construction. © 2024 Chang'an University. All rights reserved.
Keyword ：
Compaction Compaction Geotechnical engineering Geotechnical engineering Numerical methods Numerical methods Piles Piles Risk assessment Risk assessment
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| GB/T 7714 | Zhou, Peng , Xia, Liang-Li , Liu, Han-Long et al. Study on the Influence of Adjacent XCC Pile on Existing XCC Single Pile in Sand Based on CEL Method [J]. | China Journal of Highway and Transport , 2024 , 37 (4) : 141-154 . |
| MLA | Zhou, Peng et al. "Study on the Influence of Adjacent XCC Pile on Existing XCC Single Pile in Sand Based on CEL Method" . | China Journal of Highway and Transport 37 . 4 (2024) : 141-154 . |
| APA | Zhou, Peng , Xia, Liang-Li , Liu, Han-Long , Xu, Chang-Jie , Cui, Jie , Cao, Guang-Wei et al. Study on the Influence of Adjacent XCC Pile on Existing XCC Single Pile in Sand Based on CEL Method . | China Journal of Highway and Transport , 2024 , 37 (4) , 141-154 . |
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An integrated model of an offshore wind turbine (OWT) which incorporates wind turbine-water-pile-soil interactions and cyclic/dynamic behaviour of saturated clays with pore fluid pressure is introduced to study the dynamic behaviour of OWT monopiles in clay. Based on the integrated model, the influences of threedimensional (3D) seawater modelling and operational conditions on monopiles are investigated. The analysis results show that under wind-wave loads, the significant accumulation of excess pore pressure can be observed in the seabed soil, and use of the effective stress method involving excess pore pressure in integrated dynamic analyses of OWTs is essential. Compared to conventional added mass methods, the consideration of the 3D feature of the seawater leads to more intense dynamic responses, such as cumulative displacement, soil damping and pore pressure, and neglecting the 3D nature of seawater is non-conservative for the design of OWT monopile foundations. Furthermore, the value of the soil damping is affected by the actual effective stress state of soil and operational conditions, and using an empirical constant to determine the value of soil damping is questionable for the dynamic analysis of OWTs.
Keyword ：
3D modelling of seawater 3D modelling of seawater Excess pore pressure Excess pore pressure Integrated analysis Integrated analysis Monopile Monopile Operational condition Operational condition OWT OWT
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| GB/T 7714 | Cao, Guangwei , Ding, Xuanming , Chen, Zhibo et al. Dynamic hydro-mechanical response of offshore wind turbine monopiles in clay based on an integrated analysis [J]. | OCEAN ENGINEERING , 2024 , 313 . |
| MLA | Cao, Guangwei et al. "Dynamic hydro-mechanical response of offshore wind turbine monopiles in clay based on an integrated analysis" . | OCEAN ENGINEERING 313 (2024) . |
| APA | Cao, Guangwei , Ding, Xuanming , Chen, Zhibo , Zhou, Peng , Jiang, Chunyong . Dynamic hydro-mechanical response of offshore wind turbine monopiles in clay based on an integrated analysis . | OCEAN ENGINEERING , 2024 , 313 . |
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The bearing capacity and deformation behavior of coral sand foundations, a geotechnical structure commonly employed in coastal and island construction, are investigated in this study. Coral sand presents unique challenges due to its angularity and crushability, which affect interparticle interactions. Model tests and three-dimensional discrete-continuous coupled numerical simulations are performed to understand these complexities, focusing on the impacts of relative density, footing size and shape, and particle crushing on the foundation performance. The testing and numerical simulation data reveal that the bearing capacity of coral sand foundations significantly improves with increasing relative density and footing size. Compared with square footings, circular footings exhibit superior bearing performance at a 70% relative density. However, increased particle crushing reduces the bearing capacity. These findings are evaluated and compared with the theoretical ultimate bearing capacities. Intense crushing and occlusions are observed directly beneath the footing, with marked increases in particle fragments, microscopic contact forces, and coordination numbers within this core region. Additionally, the deformation analysis reveals a symmetrical failure pattern in the coral sand foundations. This study delves into the microscopic interactions between particle crushing and its influence on the bearing and settlement performance, offering insights into the interplay between crushing, stress, and deformation.
Keyword ：
Bearing capacity Bearing capacity Coral sand foundation Coral sand foundation Discrete element modeling Discrete element modeling Failure mechanism Failure mechanism Particle crushing Particle crushing Shallow footing Shallow footing
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| GB/T 7714 | Luo, Zhaogang , Ding, Xuanming , Zhang, Xihong et al. Experimental and numerical investigation of the bearing capacity and deformation behavior of coral sand foundations under shallow footing loads [J]. | OCEAN ENGINEERING , 2024 , 310 . |
| MLA | Luo, Zhaogang et al. "Experimental and numerical investigation of the bearing capacity and deformation behavior of coral sand foundations under shallow footing loads" . | OCEAN ENGINEERING 310 (2024) . |
| APA | Luo, Zhaogang , Ding, Xuanming , Zhang, Xihong , Ou, Qiang , Yang, Fengchun , Zhang, Ting et al. Experimental and numerical investigation of the bearing capacity and deformation behavior of coral sand foundations under shallow footing loads . | OCEAN ENGINEERING , 2024 , 310 . |
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A series of small-scale 1g X-section cast-in-place concrete (XCC) pile-penetration model tests were conducted to study the effects of soil density and pile geometry on the lateral responses of an existing pile and the variations in surrounding soil stress. The results showed that the bending patterns of existing XCC piles varied with penetration depth. The lateral response of the existing pile was sensitive to the change in relative density and pile geometry. For example, the bending moment of the existing pile increased along with these parameters. The development of the radial stress sigma '(r)/sigma '(v0) of the soil around an existing pile showed different trends at various depths during the penetration of the adjacent pile. Moreover, the change in radial stress during the penetration of the XCC pile did not exhibit the "h/R effect" that was observed in the free-field soil, due to the shielding effect of the existing piles. The peak value of radial stress sigma '(r_max)/sigma '(v0) decreased exponentially as the radial distance r/R increased. The attenuation of sigma '(r_max)/sigma '(v0) with r/R in the loose sand was faster than in the medium-dense or dense sands. The sigma '(r_max)/sigma '(v0) at the same soil location increased with the cross-section geometry parameter.
Keyword ：
Lateral response Lateral response Penetration Penetration Radial stress Radial stress Sand Sand Test Test X-section cast-in-place concrete (XCC) pile X-section cast-in-place concrete (XCC) pile
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| GB/T 7714 | Zhou, Peng , Xu, Jianhui , Xu, Changjie et al. Influence of the penetration of adjacent X-section cast-in-place concrete (XCC) pile on the existing XCC pile in sand [J]. | JOURNAL OF ZHEJIANG UNIVERSITY-SCIENCE A , 2024 , 25 (7) : 557-572 . |
| MLA | Zhou, Peng et al. "Influence of the penetration of adjacent X-section cast-in-place concrete (XCC) pile on the existing XCC pile in sand" . | JOURNAL OF ZHEJIANG UNIVERSITY-SCIENCE A 25 . 7 (2024) : 557-572 . |
| APA | Zhou, Peng , Xu, Jianhui , Xu, Changjie , Cao, Guangwei , Cui, Jie , Ding, Xuanming . Influence of the penetration of adjacent X-section cast-in-place concrete (XCC) pile on the existing XCC pile in sand . | JOURNAL OF ZHEJIANG UNIVERSITY-SCIENCE A , 2024 , 25 (7) , 557-572 . |
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The response characteristics of large-diameter monopiles under lateral loads greatly differ from those of traditional small-diameter piles. By means of transparent soil and centrifuge tests, as well as numerical analyses, the soil flow mechanism and lateral behavior of large-diameter monopiles in soft clay were investigated. The study result reveals that a rotational failure mechanism, different from wedge-full-flow mechanisms, exists in the large-diameter monopile-soil system. For stubby large-diameter monopiles, using the classic wedge-full-flow mechanisms can lead to an overestimation of lateral capability due to its absence in considering the rotational mechanism. In addition, the normalized p-y curves in the rotational soil flow zone are also observed to have larger initial stiffness and attain yield plateau earlier than those in wedge-full-flow zone. Differences in Np values among different centrifuge tests are partly attributed to the different means of obtaining the clay's undrained shear strength. When the undrained strength from consolidated undrained triaxial tests is taken, consistent values of Np originating from different test results are observed. Finally, based on the results from centrifuge tests and well-calibrated numerical analyses, an empirical formulation of Np for large-diameter monopiles in soft clay is proposed.
Keyword ：
Centrifuge test Centrifuge test Large-diameter monopile Large-diameter monopile Lateral behavior Lateral behavior Numerical analysis Numerical analysis Soft clay Soft clay Transparent soil test Transparent soil test
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| GB/T 7714 | Cao, Guangwei , Chian, Siau Chen , Ding, Xuanming et al. Lateral behavior of large-diameter monopiles in clay using transparent soil and centrifuge tests [J]. | ACTA GEOTECHNICA , 2024 , 20 (4) : 1795-1812 . |
| MLA | Cao, Guangwei et al. "Lateral behavior of large-diameter monopiles in clay using transparent soil and centrifuge tests" . | ACTA GEOTECHNICA 20 . 4 (2024) : 1795-1812 . |
| APA | Cao, Guangwei , Chian, Siau Chen , Ding, Xuanming , Chen, Zhibo , Zhou, Peng . Lateral behavior of large-diameter monopiles in clay using transparent soil and centrifuge tests . | ACTA GEOTECHNICA , 2024 , 20 (4) , 1795-1812 . |
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