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学者姓名：许成顺
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摘要 ：
Case history investigations have shown that pile foundations are more critically damaged in liquefiable soils than non-liquefiable soils. This study examines the differences in seismic response of pile foundations in liquefiable and non-liquefiable soils and their sensitivity to numerical model parameters. A two-dimensional finite element (FE) model is developed to simulate the experiment of a single pile foundation centrifuge in liquefiable soil subjected to earthquake motions and is validated against real-world test results. The differences in soil-pile seismic response of liquefiable and non-liquefiable soils are explored. Specifically, the first-order second-moment method (FOSM) is used for sensitivity analysis of the seismic response. The results show significant differences in seismic response for a soil-pile system between liquefiable and non-liquefiable soil. The seismic responses are found to be significantly larger in liquefiable soil than in non-liquefiable soil. Moreover, the pile bending moment was mainly affected by the kinematic effect in liquefiable soil, while the inertial effect was more significant in non-liquefiable soil. The controlling parameters of seismic response were PGA, soil density, and friction angle in liquefiable soil, while the pile bending moment was mainly controlled by PGA, the friction angle of soil, and shear modulus of loose sand in non-liquefiable soil.
关键词 ：
pile foundation pile foundation seismic response seismic response liquefiable liquefiable sensitivity analysis sensitivity analysis non-liquefiable non-liquefiable finite element analysis finite element analysis
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| GB/T 7714 | Jia, Kemin , Xu, Chengshun , Du, Xiuli et al. Seismic response comparison and sensitivity analysis of pile foundation in liquefiable and non-liquefiable soils [J]. | EARTHQUAKE ENGINEERING AND ENGINEERING VIBRATION , 2023 , 22 (1) : 87-104 . |
| MLA | Jia, Kemin et al. "Seismic response comparison and sensitivity analysis of pile foundation in liquefiable and non-liquefiable soils" . | EARTHQUAKE ENGINEERING AND ENGINEERING VIBRATION 22 . 1 (2023) : 87-104 . |
| APA | Jia, Kemin , Xu, Chengshun , Du, Xiuli , Cui, Chunyi , Dou, Pengfei , Song, Jia . Seismic response comparison and sensitivity analysis of pile foundation in liquefiable and non-liquefiable soils . | EARTHQUAKE ENGINEERING AND ENGINEERING VIBRATION , 2023 , 22 (1) , 87-104 . |
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摘要 ：
The development and application of prefabricated assembly technology has become an important measure to achieve industrial optimization and upgrading and sustainable development of construction engineering. The application of prefabricated assembly technology in underground engineering is in its infancy, and the seismic research on prefabricated underground structures is scarce. Therefore, this paper establishes refined finite element models (FEMs) of prefabricated and cast-in-place underground structures based on an actual project of a subway station. The developed FEMs are used to conduct a series of seismic time-history analyses considering soil-structure interaction to compare the responses of a prefabricated underground structure with rigid splicing joints or non-rigid splicing joints with that of a cast-in-place underground structure of the same structural form. In addition, the influence of the splicing properties of different parts on the inter-story displacement and internal forces of the prefabricated underground structure are systematically investigated. Tt was found that the inter -story displacement and component deformation for prefabricated underground structures with rigid joints are basically the same as those of the cast-in-place underground structure; however, both the internal force and damage at the bottom of center column decrease slightly. On the other hand, prefabricated underground structures with non-rigid splicing joints experience a slight increase (less than5%) in inter-story displacement, but more obvious mid-span deflection of the laminated slab. However, the internal force response and damage degree of their center column are significantly reduced compared to cast-in-place structures. It was also revealed that the bonding strength of new-old concrete interface of the horizontal laminated components is the main factor that reduces the lateral stiffness and causes redistribution of the prefabricated underground structures' internal forces.
关键词 ：
Subway station Subway station Splicing interface Splicing interface Numerical model Numerical model Seismic response Seismic response Cast-in-place underground structure Cast-in-place underground structure Prefabricated underground structure Prefabricated underground structure
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| GB/T 7714 | Chen, Jinnan , Xu, Chengshun , El Naggar, Hesham M. et al. Seismic response analysis of rectangular prefabricated subway station structure [J]. | TUNNELLING AND UNDERGROUND SPACE TECHNOLOGY , 2023 , 131 . |
| MLA | Chen, Jinnan et al. "Seismic response analysis of rectangular prefabricated subway station structure" . | TUNNELLING AND UNDERGROUND SPACE TECHNOLOGY 131 (2023) . |
| APA | Chen, Jinnan , Xu, Chengshun , El Naggar, Hesham M. , Du, Xiuli . Seismic response analysis of rectangular prefabricated subway station structure . | TUNNELLING AND UNDERGROUND SPACE TECHNOLOGY , 2023 , 131 . |
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摘要 ：
Three-dimensional nonlinear finite element analyses are conducted to evaluate the seismic performance of rectangular prefabricated and cast-in-place underground structures considering soil-structure interaction. The finite element models are developed based on a prefabricated subway station project in Beijing. The seismic loading conditions, damage evolution, structure deformation, internal forces and the performance index limits values are compared for prefabricated (assembly monolithic (AMT) and assembly spliced (ASF)) and cast-in -place (CIP) underground structures. Numerical results indicated that the degree of plastic damage at center column of prefabricated underground structure was less than that for CIP underground structure. The failure mechanism of both types of underground structures was the same, the central column first lost its bearing ca-pacity then the side wall failed. The column's internal force of ASF structure was significantly reduced compared with that of CIP structure, and the most unfavorable seismic position of the three structures is the bottom of the lower column. It was also found that vertical ground motion can significantly accelerate prefabricated under-ground structural destroy, but it has little effect on the horizontal displacement. Finally, index limits are quantified for four seismic performance levels of prefabricated underground structures, which can be considered in performance-based design of prefabricated underground structures.
关键词 ：
Prefabricated subway station Prefabricated subway station Seismic performance Seismic performance Index limits quantification Index limits quantification Pushover analysis Pushover analysis Performance indicators Performance indicators
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| GB/T 7714 | Chen, Jinnan , Xu, Chengshun , El Naggar, Hesham M. et al. Study on seismic performance and index limits quantification for prefabricated subway station structures [J]. | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2022 , 162 . |
| MLA | Chen, Jinnan et al. "Study on seismic performance and index limits quantification for prefabricated subway station structures" . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING 162 (2022) . |
| APA | Chen, Jinnan , Xu, Chengshun , El Naggar, Hesham M. , Du, Xiuli . Study on seismic performance and index limits quantification for prefabricated subway station structures . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2022 , 162 . |
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摘要 ：
This study develops a framework to perform integrated analysis for the seismic response of offshore wind turbines (OWTs). The ground motions are introduced in the analysis as depth-varying excitations that are obtained from free-field site response analysis involving equivalent linearization approach. The calculated accelerations at different elevations are used in a beam on nonlinear Winkler foundation model, which is then used to simulate the pile-soil interaction (PSI). These models are combined with the FAST code to develop an integrated seismic response analysis framework (SRAF) for the system consisting of OWT, along with one-dimensional site response analysis and PSI elements. Considering the NREL 5 MW OWT as an example, the reliability of SRAF is validated by comparisons with simulation results obtained from GL-Bladed and ADINA software. Subsequently, the validated model was used to investigate the influence of three earthquake excitation models on the seismic response of OWTs. We found that the uniform earthquake excitation method significantly underestimates the seismic response of OWT. In addition, the validated model was used to evaluate the seismic responses of OWTs under different operational conditions. The results indicate that the seismic responses of OWTs differ significantly under running, parked and emergency shutdown states.
关键词 ：
Offshore wind turbine Offshore wind turbine Earthquake excitation methods Earthquake excitation methods Pile-soil interaction Pile-soil interaction Integrated model Integrated model Seismic response analysis framework Seismic response analysis framework
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| GB/T 7714 | Xi, Renqiang , Xu, Chengshun , Du, Xiuli et al. Framework for dynamic response analysis of monopile supported offshore wind turbine excited by combined wind-wave-earthquake loading [J]. | OCEAN ENGINEERING , 2022 , 247 . |
| MLA | Xi, Renqiang et al. "Framework for dynamic response analysis of monopile supported offshore wind turbine excited by combined wind-wave-earthquake loading" . | OCEAN ENGINEERING 247 (2022) . |
| APA | Xi, Renqiang , Xu, Chengshun , Du, Xiuli , El Naggar, M. Hesham , Wang, Piguang , Liu, Lin et al. Framework for dynamic response analysis of monopile supported offshore wind turbine excited by combined wind-wave-earthquake loading . | OCEAN ENGINEERING , 2022 , 247 . |
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摘要 ：
Large scale shaking table tests were performed to investigate the failure mechanism of pile group-bridge system subjected to liquefaction-induced lateral spreading. The tests comprised two cases: Case L which refers to a bridge model supported by a 2 x 2 pile group embedded into the inclined liquefiable soils with crusts; and case R which refers to the same bridge model fixed to a rigid foundation. The experimental details are provided and typical test results are elucidated. The failure mechanism of the pile group-bridge system under strong earth-quakes is revealed. The results indicate that the lateral peak soil displacement profile has a linear distribution, while the lateral permanent displacement profile has a cosine distribution pattern. It was also found that the pile is prone to damage and bending failure both at its head and at the bottom of saturated sand where it is fixed into bearing stratum. For the pile group-bridge system, the liquefaction-induced lateral spreading causes the failure position to move from the pier bottom to the pile head. In addition, the pier bottom is more likely to experience damage under strong earthquakes in case R than in case L, while the opposite is true during weak earthquake excitation.
关键词 ：
Lateral spreading Lateral spreading Liquefaction Liquefaction Pile foundations Pile foundations Bridges Bridges Seismic failure mechanism Seismic failure mechanism Shake table testing Shake table testing
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| GB/T 7714 | Jia, Kemin , Xu, Chengshun , El Naggar, M. Hesham et al. Large-scale shake table testing of pile group-bridge model in inclined liquefiable soils with overlying crusts [J]. | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2022 , 163 . |
| MLA | Jia, Kemin et al. "Large-scale shake table testing of pile group-bridge model in inclined liquefiable soils with overlying crusts" . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING 163 (2022) . |
| APA | Jia, Kemin , Xu, Chengshun , El Naggar, M. Hesham , Zhang, Xiaoling , Du, Xiuli , Dou, Pengfei et al. Large-scale shake table testing of pile group-bridge model in inclined liquefiable soils with overlying crusts . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2022 , 163 . |
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摘要 ：
对称地下结构抗震分析的边界强制反应位移法
关键词 ：
地下结构 地下结构 简化分析方法 简化分析方法 侧边界强制位移 侧边界强制位移 拟静力试验 拟静力试验 抗震分析 抗震分析
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| GB/T 7714 | 韩润波 , 许成顺 , 许紫刚 et al. 对称地下结构抗震分析的边界强制反应位移法 [J]. | 韩润波 , 2021 , 38 (5) : 50-60 . |
| MLA | 韩润波 et al. "对称地下结构抗震分析的边界强制反应位移法" . | 韩润波 38 . 5 (2021) : 50-60 . |
| APA | 韩润波 , 许成顺 , 许紫刚 , 蒋家卫 , 杜修力 , 工程力学 . 对称地下结构抗震分析的边界强制反应位移法 . | 韩润波 , 2021 , 38 (5) , 50-60 . |
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摘要 ：
单桩式海上风力机整体化地震反应
关键词 ：
单桩式海上风机 单桩式海上风机 风-波浪统计关系 风-波浪统计关系 地震响应 地震响应 土-结相互作用 土-结相互作用 风-波浪-地震共同作用 风-波浪-地震共同作用
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| GB/T 7714 | 席仁强 , 杜修力 , 王丕光 et al. 单桩式海上风力机整体化地震反应 [J]. | 席仁强 , 2021 , 55 (4) : 757-766 . |
| MLA | 席仁强 et al. "单桩式海上风力机整体化地震反应" . | 席仁强 55 . 4 (2021) : 757-766 . |
| APA | 席仁强 , 杜修力 , 王丕光 , 许成顺 , 许坤 , 浙江大学学报:工学版 . 单桩式海上风力机整体化地震反应 . | 席仁强 , 2021 , 55 (4) , 757-766 . |
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摘要 ：
考虑土–结构相互作用的地下结构大型振动台试验成本极高,周期长,通常难以在短期内多次重复开展,为保证试验顺利开展,在试验前对其响应开展预测工作具有重要意义。采用完全数值模拟进行预测的方法在模型试验中已得到广泛的使用,但这种方法有时会产生较大误差,特别是对于强非线性的地下结构振动台模型试验。为提高预测方法的准确性,提出了一种整体式反应位移法数值模拟与自由场试验相结合的方法来预测地下模型结构在振动台试验中的地震响应。首先,介绍采用自由场振动台试验获取整体式反应位移法计算参数的方法,基于此,分别采用所提出方法和传统全数值方法预测某地铁车站结构模型在振动台试验中的地震响应,并将预测结果与后续试验结果进行...
关键词 ：
振动台试验 振动台试验 试验预测 试验预测 抗震 抗震 地下结构 地下结构 地震响应 地震响应 整体式反应位移法 整体式反应位移法
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| GB/T 7714 | 江志伟 , 刘晶波 , 许成顺 . 振动台试验中地下结构地震响应预测方法 [J]. | 岩土工程学报 , 2021 , 43 (07) : 1220-1227 . |
| MLA | 江志伟 et al. "振动台试验中地下结构地震响应预测方法" . | 岩土工程学报 43 . 07 (2021) : 1220-1227 . |
| APA | 江志伟 , 刘晶波 , 许成顺 . 振动台试验中地下结构地震响应预测方法 . | 岩土工程学报 , 2021 , 43 (07) , 1220-1227 . |
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摘要 ：
针对土-地下结构体系拟静力推覆试验的需求，该文采用数值方法对试验中模型箱类型及侧边界位移分布影响进行了讨论。文中首先介绍了土-地下结构体系拟静力推覆试验方案，随后基于该试验方案分别建立试验推覆方法的自由场有限元模型及土-结构有限元模型进行数值分析，重点对比侧边界位移分布形式不同的情况下，土-地下结构体系拟静力推覆试验中的等效地震荷载分布、土-结构相互作用力、结构抗震能力及混凝土结构等效塑性应变等方面的差异。结果表明，试验中控制侧边界位移分布形式将直接影响等效地震荷载分布，进而影响土-结构相互作用力及结构内力分布，特别是侧边界位移分布形式对多层模型结构试验结果影响较为显著，甚至可能影响试验中多层...
关键词 ：
侧边界位移分布 侧边界位移分布 拟静力推覆试验 拟静力推覆试验 地下结构 地下结构 抗震性能 抗震性能 层状剪切箱 层状剪切箱
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| GB/T 7714 | 韩润波 , 许成顺 , 杜修力 et al. 土-地下结构体系拟静力推覆试验模型箱类型的优选 [J]. | 岩土力学 , 2021 , (02) : 1-10 . |
| MLA | 韩润波 et al. "土-地下结构体系拟静力推覆试验模型箱类型的优选" . | 岩土力学 02 (2021) : 1-10 . |
| APA | 韩润波 , 许成顺 , 杜修力 , 许紫刚 . 土-地下结构体系拟静力推覆试验模型箱类型的优选 . | 岩土力学 , 2021 , (02) , 1-10 . |
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摘要 ：
为了探讨风-波浪-地震共同作用下单桩式海上风机(OWTs)的动力行为,以National Renewable Energy Laboratory(NREL)5 MW风力发电机为研究对象,将风、地震作为独立事件,根据风-波浪统计关系确定波浪谱参数.改进FAST软件以模拟土-结相互作用,考虑停机、运行和应急停机3种工况,采用气动-伺服-水动-弹性耦合方法分析海上风机地震响应.算例表明,工作状态显著影响海上风机支撑结构的运动和内力,规律与地震强弱有关;地震动显著影响叶片挥舞振动速度;在风-波浪-地震的共同作用下,海上风机支撑结构危险截面剪力和弯矩峰值超过极端风-波浪作用效应.
关键词 ：
地震响应 地震响应 风-波浪统计关系 风-波浪统计关系 单桩式海上风机 单桩式海上风机 土-结相互作用 土-结相互作用 风-波浪-地震共同作用 风-波浪-地震共同作用
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| GB/T 7714 | 席仁强 , 杜修力 , 王丕光 et al. 单桩式海上风力机整体化地震反应 [J]. | 浙江大学学报(工学版) , 2021 , 55 (04) : 757-766 . |
| MLA | 席仁强 et al. "单桩式海上风力机整体化地震反应" . | 浙江大学学报(工学版) 55 . 04 (2021) : 757-766 . |
| APA | 席仁强 , 杜修力 , 王丕光 , 许成顺 , 许坤 . 单桩式海上风力机整体化地震反应 . | 浙江大学学报(工学版) , 2021 , 55 (04) , 757-766 . |
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