Soil Dynamics and Earthquake Engineering最新文献_第5页

Experimental and analytical study on dynamic response of foundation beam with local void under moving load

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2025-02-18 DOI: 10.1016/j.soildyn.2025.109312

Qinfeng Pan, Bingqiang Zhang, Chenhao Gao, Xiang Liu

To explore the influence of local void of foundation beam under moving load, model experiments were carried out, and the dynamic response of beams considering local void was obtained using DIC technology. The impact of various parameters on the response of beams was then examined. In addition, by using the separated variable approach, the free vibration mode control equation was calculated, and the dynamic response control equation of the foundation beam with local void under moving load was established. The locally void foundation beam's free vibration frequency and mode expression were then determined analytically. Next, the mode superposition approach was applied to determine the steady-state response analytical solution of the locally void foundation beam under moving load. The accuracy of the analytical model was verified through comparison with experimental results. Lastly, analytical equations were used to investigate the effects of void length, sectional bending stiffness of the beam, foundation elasticity stiffness, and load movement speed on the dynamic response of foundation beams. The results show that the foundation beam's natural frequency is directly impacted by the sectional flexural stiffness, void length and foundation stiffness, and the void length will also affect the excitation frequency. When the excitation frequency approaches the natural frequency, the dynamic response of the beam will rapidly increase. In addition, even when there is a large difference between the excitation frequency and the natural frequency, high-order resonance and cancellation phenomena still occur. The effect of void length on beam deformation is significant, with a deformation increase of 400–500 % when the ratio of void length to beam thickness increased from 1.25 to 7.5. Raising the foundation's stiffness can lessen the beam's distortion, but after it reaches a certain point (over 70 MPa), changes in the foundation's stiffness have minimal impact on the beam's deformation.

为探讨移动荷载作用下地基梁局部空隙的影响，进行了模型试验，并利用 DIC 技术获得了考虑局部空隙的梁动态响应。然后研究了各种参数对梁响应的影响。此外，利用分离变量法计算了自由振动模式控制方程，并建立了带局部空隙地基梁在移动荷载作用下的动态响应控制方程。然后分析确定了局部空隙地基梁的自由振动频率和模态表达式。接着，应用模态叠加法确定了局部空隙地基梁在移动荷载作用下的稳态响应解析解。通过与实验结果对比，验证了分析模型的准确性。最后，利用分析方程研究了空隙长度、梁的截面弯曲刚度、地基弹性刚度和荷载移动速度对地基梁动态响应的影响。结果表明，地基梁的固有频率直接受截面弯曲刚度、空隙长度和地基刚度的影响，空隙长度也会影响激励频率。当激励频率接近固有频率时，梁的动态响应将迅速增加。此外，即使激振频率与固有频率相差很大，仍会出现高阶共振和抵消现象。空隙长度对梁变形的影响非常显著，当空隙长度与梁厚度的比值从 1.25 增加到 7.5 时，梁的变形将增加 400-500%。提高地基刚度可减轻梁的变形，但当变形达到一定程度（超过 70 兆帕）后，地基刚度的变化对梁变形的影响微乎其微。

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引用次数: 0

Liquefaction effects in the 2020 Mw 6.4 Petrinja, Croatia, earthquake

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2025-02-18 DOI: 10.1016/j.soildyn.2025.109262

Zorana Mijic , Sonja Zlatović , Jack Montgomery , Katerina Ziotopoulou , Verica Gjetvaj

The 2020 M_w 6.4 Petrinja, Croatia, earthquake triggered widespread liquefaction along the Kupa, Glina, and Sava rivers. The locations of liquefaction ejecta and lateral spreading were identified through a combination of field reconnaissance and interrogation of aerial photographs. Superimposing those locations on the regional geologic map revealed the liquefaction vulnerability of Holocene terrace and flood deposits, Holocene deluvium-proluvium, and Pleistocene loess deposits. Liquefaction caused damage to the land and structures, with ejecta observed both near and far from residential structures. In the free field, the ejection of silty and sandy soil accompanied the extensive ground fracturing. At residential properties, ejecta led to differential settlement, cracks in foundations, walls, and floors, and contamination of water wells. Lateral spreading resulted in the formation of ground and building cracks, house sliding and tilting, pipe breakage, and pavement damage. This article documents these observations of liquefaction and draws conclusions regarding the patterns of liquefaction observed in this earthquake. These observations will be a valuable addition to liquefaction triggering databases as there are relatively few earthquakes with magnitudes less than 6.5 that triggered extensive liquefaction, and they provide additional case histories of liquefaction in Pleistocene deposits.

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引用次数: 0

Genetic algorithm-enhanced Housner intensity measure for seismic vulnerability analysis of reinforced concrete column-steel beam (RCS) frame structure

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2025-02-18 DOI: 10.1016/j.soildyn.2025.109320

Yantai Zhang , Binjie Xia , Xiang Guo , Baoyin Sun , Die Hu , Yang Wei

Efficient ground motion intensity measures can significantly reduce the variability in predicting structural response, making the selection of appropriate measures a critical step in seismic vulnerability analysis. This study conducts vulnerability analyses on a six-story reinforced concrete column-steel beam (RCS) frame under three damage limit states: immediate occupancy (IO), life safety (LS), and collapse prevention (CP). The structural model is developed in the open-source software OpenSees, simulating both shear deformation and vertical bearing failure at beam-column joints. To account for the characteristics of seismic motions, two sets of ground motions—far-field and near-field—are selected. The efficiency of 22 chosen intensity measures (IMs) is evaluated and compared using the log-normal standard deviation β_RTR in vulnerability analysis. Results indicate that velocity-related measures, specifically Housner Intensity (HI) and Velocity Spectrum Intensity (VSI), perform well. To further enhance the HI measure's effectiveness across damage states, an optimized ground motion intensity measure, HI_IMP, is proposed using the global optimization capabilities of a genetic algorithm (GA). As the damage limit state deepens, the proposed HI_IMP measure achieves higher upper integration limits, increasing the influence of the softening period. Finally, the applicability of HI_IMP to RCS structures is demonstrated from the perspectives of sufficiency and scaling robustness.

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引用次数: 0

Seismic response analysis of twin tunnels parallelly underpassing station

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2025-02-18 DOI: 10.1016/j.soildyn.2025.109310

Guobo Wang , Ying Lin , Jianning Wang , Chao Ma , Zhongxian Liu

In recent years, engineering cases involving closely spaced intersecting underground structures have become increasingly common. However, the interaction mechanisms of these closely spaced underground crossing systems during earthquakes remain unclear. This study involved a shaking-table test designed and implemented for two parallel tunnels passing beneath a subway station. First, the numerical method was validated against test data. Subsequently, a numerical parameter analysis of key influencing factors was conducted, systematically exploring the interaction mechanism between the passing tunnels and the subway station during earthquakes. The numerical analysis method is verified to be reasonable by the shaking table test. The net spacing is a key factor affecting the seismic response of the tunnel-station interaction system. The interaction between the tunnel and the station increases with the increase of the ground motion amplitude and the tunnel diameter, and the influence of the pulse wave pulse effect is also very significant. The results of this study can serve as a reference for the seismic design of closely spaced underground crossing projects.

近年来，涉及紧密相交的地下结构的工程案例越来越常见。然而，这些间距较近的地下交叉系统在地震中的相互作用机制仍不清楚。本研究针对地铁站下方的两条平行隧道设计并实施了振动台试验。首先，根据测试数据对数值方法进行了验证。随后，对关键影响因素进行了数值参数分析，系统地探讨了地震时隧道与地铁站之间的相互作用机制。振动台试验验证了数值分析方法的合理性。净间距是影响隧道-车站相互作用系统地震响应的关键因素。隧道与车站之间的相互作用随地面运动振幅和隧道直径的增大而增大，脉冲波脉冲效应的影响也非常显著。本研究的结果可为间距较近的地下过街通道工程的抗震设计提供参考。

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引用次数: 0

Assessing seismic induced traffic capacity loss of bridges considering both post-earthquake traffic control measures and vehicle passing speed

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2025-02-18 DOI: 10.1016/j.soildyn.2025.109304

Tianyi Li , Dongyu Zhang , Xiaoyu Zhang , Hui Li

Bridge seismic resilience is typically defined as the average functionality of a bridge over a specified period. However, in most existing studies, the post-earthquake functionality of bridges is assessed based on subjective judgment. The absence of objective, reliable functionality metrics has emerged as a critical limitation to advancing the development of bridge seismic resilience. In this paper, a new method of assessing post-earthquake traffic capacity of bridges by integrating the traffic control measures and the vehicle passing speed is proposed. Firstly, to more accurately analyse the impact of seismic damage on the number of open lanes on the bridge, a post-earthquake traffic load-carrying capacity analysis was conducted employing the limit state equation of the load-carrying capacity, with the post-earthquake assessed reliability as the benchmark. Secondly, by analysing the influence of seismic damage to expansion joints on the vertical vibration of vehicles and the impact of intensity of vibration on the vehicle speed, the method assesses the post-earthquake speed of vehicles crossing the bridge. Finally, via a numerical example of a 3-span continuous girder bridge, the effectiveness of the proposed method of evaluating bridge seismic traffic capacity loss is verified. Comparing with current studies of bridge seismic loss, most of which rely on empirical rules, the proposed method explicitly considers the influence of bridge components’ damage on traffic flow at a physical level. It provides a new highly practical and operable way of more accurately assessing seismic traffic loss of bridges.

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引用次数: 0

Seismic response of buried nuclear power plant in sand based on centrifuge tests 基于离心机试验的沙中掩埋核电站的地震响应

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2025-02-17 DOI: 10.1016/j.soildyn.2025.109321

Xin Wang , Mi Zhao , Xu Zhao , Zilan Zhong , Guoliang Zhang , Zhidong Gao , Xiuli Du

In this paper, centrifuge shaking table tests were performed to evaluate the seismic response of the nuclear power plant buried in dry sand site. Based on the principle of similarity of stiffness and mass, a simplified buried nuclear power structure was firstly designed. The developed simplification methodology and similarity theory enable experimental investigation of large, complex structures. And then, centrifuge shaking table tests were carried out to evaluate seismic response of a nuclear power plant buried in dry sand site. Results show that as excitation levels increase (0.2g, 0.35g, and 0.5g), both site and structural responses increase, accompanied by a decrease in the system's dominant frequency and a growing difference between site and structural accelerations. The structure exhibits excellent seismic performance, remaining elastic under 0.5g loading with a maximum strain of 658 με. However, significant and asynchronous site and structural settlements (up to 680 mm and 440 mm, respectively, at 0.5g) raise concerns regarding potential impacts on the functionality of the power plant and connected infrastructure. These findings contribute to nuclear power plant siting assessments and provide valuable validation data for numerical modeling.

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引用次数: 0

A geospatial model for site response complexity

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2025-02-17 DOI: 10.1016/j.soildyn.2025.109282

Weiwei Zhan , Laurie G. Baise , James Kaklamanos

One-dimensional (1D) site response models assume vertically incident SH waves propagating through laterally uniform soil layers. These assumptions, collectively referred to as the SH1D model, are widely used in site-specific ground motion predictions. However, many studies have demonstrated the limitations of 1D site-response analyses. The term “site response complexity” (SRC) refers to the degree of discrepancy between the observed empirical transfer function (ETF) and the theoretical transfer function (TTF) computed with SH1D modeling. We present a geospatial approach to estimate site response complexity using statistical and machine learning methods with globally or regionally available geospatial proxies. Our site response data are from 114 vertical seismometer arrays in Japan’s Kiban-Kyoshin network (KiK-net) used in Kaklamanos and Bradley (2018). The SRC data are calibrated according to the Thompson et al. (2012) taxonomy that relies on two parameters, r (Pearson’s correlation coefficient between the ETF and TTF) and σ_i (inter-event variability of the ETF). We examine 18 geospatial proxies associated with site stiffness, topography, basin, and saturation conditions. Using the geospatial proxies as explanatory variables, two sets of predictive models are developed: (a) linear regression models for predicting r and σ_i, separately, and (b) multiclass classification models for site response complexity. The regression results suggest that predicting σ_i has greater accuracy than predicting r. Our optimal SRC classification model uses the slope-based V_S30 (average shear-wave velocity in the upper 30 m), global sedimentary deposit thickness, and global water table depth as explanatory variables, and has classification accuracies of 0.66 and 0.65 against the training and testing datasets, respectively. We generate maps across Japan for r, σ_i, and SRC class, separately, which can provide first-order approximations of site response complexity, and exhibit clear patterns between SRC class and topography. We conclude that the geospatial modeling approach is promising for evaluating complexity in site response across broad regions.

一维（1D）场地响应模型假定垂直入射的 SH 波在横向均匀的土层中传播。这些假设统称为 SH1D 模型，被广泛用于特定场地的地动预测。然而，许多研究已经证明了一维场地响应分析的局限性。场地响应复杂性"（SRC）是指观测到的经验传递函数（ETF）与 SH1D 模型计算出的理论传递函数（TTF）之间的差异程度。我们提出了一种地理空间方法，利用统计和机器学习方法以及全球或区域可用的地理空间代用指标来估算站点响应复杂性。我们的场地响应数据来自 Kaklamanos 和 Bradley（2018 年）使用的日本 Kiban-Kyoshin 网络（KiK-net）中的 114 个垂直地震仪阵列。SRC 数据根据汤普森等人（2012 年）的分类法进行校准，该分类法依赖于两个参数，即 r（ETF 与 TTF 之间的皮尔逊相关系数）和 σi（ETF 的事件间变异性）。我们研究了与站点刚度、地形、盆地和饱和度条件相关的 18 个地理空间代用指标。利用地理空间代用指标作为解释变量，建立了两套预测模型：(a) 分别预测 r 和 σi 的线性回归模型，以及 (b) 预测站点响应复杂性的多级分类模型。回归结果表明，预测 σi 比预测 r 更准确。我们的最佳 SRC 分类模型使用基于坡度的 VS30（上部 30 米的平均剪切波速度）、全球沉积厚度和全球地下水位深度作为解释变量，对训练数据集和测试数据集的分类精度分别为 0.66 和 0.65。我们为 r、σi 和 SRC 类别分别生成了日本各地的地图，这些地图可以提供站点响应复杂性的一阶近似值，并显示出 SRC 类别和地形之间的清晰模式。我们的结论是，地理空间建模方法在评估广泛地区的站点响应复杂性方面大有可为。

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引用次数: 0

The role of non-structural components in the seismic reliability of concrete tunnel-form building structures: Multi-level and multi-objective approaches

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2025-02-17 DOI: 10.1016/j.soildyn.2025.109307

Vahid Mohsenian , Luigi Di-Sarno

Concluding from a review of the existing technical literature, the tunnel-form system exhibits desirable seismic performance from a structural standpoint. However, effects of non-structural components on the overall system reliability have not been investigated in any study to date. Furthermore, the level of coordination between the damage states of structural and non-structural components in this system is not well understood. With the aim of eliminating potential ambiguities, the present study evaluates the seismic reliability of such system by considering both acceleration- and displacement-sensitive non-structural elements. By dividing input earthquakes into two categories of demand and capacity and simulating the building using the classical block diagram method, prerequisites are created for multi-level and multi-objective assessments. In this study, a relationship for estimating the seismic demand of acceleration-sensitive non-structural components under the desired hazard level for tunnel-form systems is proposed. Based on the results obtained from the analysis of 5- and 10-story models, non-structural components significantly affect the overall system reliability. In the demand approach, when the moderate damage state for non-structural components is considered, the reliability of immediate occupancy performance level decreases by 100 % in the system. In the capacity approach, considering the same level of damage in non-structural components, the reliability for life safety and collapse prevention performance levels in the system decreases by 100 %. The investigations indicate that there is insufficient coordination between damage states of structural and non-structural components in this system, and in achieving the target reliability, acceleration-sensitive non-structural components are among the main weaknesses of the system. In estimating the distribution of acceleration demand along the height of structures, the proposed relationship underestimates the actual values by at most 3 %, which provides a significantly better safety margin compared to the relationships currently specified in the seismic design code (which underestimate the actual demand by more than 50 %).

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引用次数: 0

Research on seismic response of elevated silo by coupling discrete-finite element method

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2025-02-13 DOI: 10.1016/j.soildyn.2025.109287

Jia Chen , Yonggang Ding , Qikeng Xu , Xuansheng Cheng

The interaction of the various components of the column-supported silo (CSS) is affected by the complex dynamic interaction between the ensiled particles and the silo wall, as well as particle-particle interactions. To evaluate the seismic response of the CSS in the foodstuff storage and dock project in Shanghai Waigaoqiao, the Discrete-Finite Element (DE-FE) coupled method, considering additional mass, was developed to address dynamic horizontal pressure, displacement, stress, and overpressure distribution along the silo wall. In the proposed method, the dynamic pressure generated by the grain particle motion is simplified by using the additional mass matrix of the silo wall. Kinetic equations of particle-structure coupled systems are derived according to the physical characteristics and coupling boundary conditions of the additional mass. Parameter studies and design cases were conducted under horizontal input excitations with different seismic waves and acceleration peaks. The dynamic mechanical behavior indicates that the DE-FE method can provide an effective path for the analysis of particle-structure coupling systems on a large computational scale. The structure dynamic responses from the numerical model agree well with shaking table test results for different acceleration peaks, which verifies the numerical solutions. Numerical results show that the overpressure first increases and then decreases along the silo wall height, exhibiting a non-linear change trend. This indicates that the horizontal seismic action may be far less than specified in European Specification 8 for the silo top. The suggested values of the dynamic overpressure coefficient for controlling the deformation and cracking of the column-supported bottom are tabulated to facilitate the engineering applications of CSS.

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引用次数: 0

Soil-monopile interaction assessment of offshore wind turbines with comprehensive subsurface modelling to earthquake and environmental loads of wind and wave

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2025-02-13 DOI: 10.1016/j.soildyn.2025.109293

Faruk Elmas, Halil Murat Algin

The dynamic soil-structure interaction characteristics of MOWTs (monopile offshore wind turbines) constructed in complex ground conditions, including three-dimensional (3D) geomorphological variation, change of faults and geomorphological deformation, was investigated first time in literature with the presented paper using the finite element (FE) analyses. The FE models are built utilizing the robust image processing technique based on the data obtained from seismic profile field survey to incorporate complex sedimentological and seismostratigraphical evidences. In the 3D FE analyses the hypoplastic constitutive model is considered. The validation is carried out by comparing the results of the simulation with the literature. The soil-monopile-turbine interaction behaviour based on the non-linear time history responses under bilateral seismic excitation and environmental loads of wind and wave are investigated. It is concluded that dynamic response of the monopile system and soil-monopile-turbine interactions are significantly influenced by geomorphological subsurface variations. It is thus critical to take into account the 3D variations of sedimentological faults and deformations as identified through the seismic field survey in the context of 3D FE analyses.

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引用次数: 0