Soil Dynamics and Earthquake Engineering最新文献

{"title":"Seismic isolation effect and parametric analysis of simply supported beam bridges with multi-level sliding friction adaptive isolation bearing","authors":"Shuang Zou ,&nbsp;Hongliang Wang ,&nbsp;Shu Fang ,&nbsp;Zhuangcheng Fang ,&nbsp;Heisha Wenliuhan ,&nbsp;Chunxu Qu ,&nbsp;Chongbin Zhang","doi":"10.1016/j.soildyn.2024.109000","DOIUrl":"10.1016/j.soildyn.2024.109000","url":null,"abstract":"<div><div>In response to the shortcomings of isolation bridge limit devices and friction dampers, a sliding friction bearing exhibiting multi-level working behavior (MSFB) is proposed. Its structure and mechanism are introduced, and a multi-condition quasi-static test is conducted using ABAQUS software. Through comparative analysis of theory and experiment, the theoretical model's accuracy and multi-level sliding friction mechanism of MSFB are verified. The mechanical parameters of MSFB are analyzed, clarifying the influence of various main mechanical parameters on the mechanical performance. The performance parameters of the MSFB are optimized based on a two-degree-of-freedom analysis model for a high-speed railway single-pier bridge equipped with MSFBs. The findings indicate that the seismic responses of MSFB is comprehensively affected by all the parameters, and the variation pattern is complex. By optimizing these performance parameters, MSFB can satisfy the multi-level performance demands of bridges subjected to varying earthquake intensities, and achieve the optimal control effect. The MSFB offers superior isolation efficiency during minor and moderate earthquakes and can substantially decrease the internal forces within the bridge substructure when utilized as a bridge isolation and limit device. During intense and infrequent earthquakes, the MSFB demonstrates remarkable displacement-limiting capacity and good self-centering and energy dissipation abilities.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"188 ","pages":"Article 109000"},"PeriodicalIF":4.2,"publicationDate":"2024-10-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142531393","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Application of pole allocation to optimize passive viscous dampers represented by the Maxwell model","authors":"Yoshiki Ikeda ,&nbsp;Naoki Uhara","doi":"10.1016/j.soildyn.2024.109037","DOIUrl":"10.1016/j.soildyn.2024.109037","url":null,"abstract":"<div><div>The Maxwell model is used to understand the realistic effectiveness of vibration reduction in the building structures. The model consists of a dashpot and spring in series. The dashpot and spring represent a viscous damper and joint between the damper and the structural frame, respectively. However, few studies have investigated the optimal damper capacity and the corresponding spring stiffness in the practical parameter ranges. Additionally, the optimal damper derived using the fixed-point theory has no relationships with that derived via pole allocation. Therefore, in this study, to examine the effects of the joint spring, the pole allocation method was used to design a structural system wherein the Maxwell model was incorporated into a single-degree-of-freedom damped model. We introduced a closed-form expression, which explicitly described the relationships between the target structural damping ratio, damper capacity, and joint spring. The Maxwell model constrained the control effectiveness using damper parameters and simultaneously suggested an optimal and realistic joint spring for the damper. Pole allocation was also applied to a multi-degree-of-freedom (M-DOF) damped structural system employing multiple Maxwell models. The newly proposed optimized joint spring could easily control the additional damping effect on the M-DOF system. The Maxwell model can be optimized almost manually. The scheme is more useful in the preliminary design stage than the previous numerical optimizations. This study extended the mathematical equation governing the building vibrations to the Maxwell model. The extended equation served as a unified description for considering structural passive control.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"188 ","pages":"Article 109037"},"PeriodicalIF":4.2,"publicationDate":"2024-10-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142531940","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Study on seismic response of a large-scale shield tunnel with an innovative loading device based on shaking table test","authors":"Junliang Hong ,&nbsp;Xiangyun Huang ,&nbsp;Jiahui Lu ,&nbsp;Junjie Luo ,&nbsp;Fulin Zhou","doi":"10.1016/j.soildyn.2024.109054","DOIUrl":"10.1016/j.soildyn.2024.109054","url":null,"abstract":"<div><div>This paper presents the development of a large-scale tunnel model using an innovative loading device, which is then subjected to longitudinal seismic response analysis through a shaking table test. The loading device, designed to support the tunnel with springs, applies seismic loads from the shaking table and simulates the soil-structure interaction. Initially, the rationality and accuracy of the loading device were validated through numerical and analytical methods. Experimental results reveal that, under various seismic excitations, the acceleration response is significantly lower at the tunnel ends compared to the middle. The tensile strain response at the arch waist exhibits a U-shaped deformation along the longitudinal axis, while the compressive strain response exhibits a bending deformation with multiple inflection points. Furthermore, both tensile and compressive strain responses at the arch bottom show more pronounced bending deformations along the longitudinal direction. The findings indicate that the peak value of the input seismic excitation does not alter the deformation pattern of the tunnel. Within the longitudinal length <em>L</em> of the tunnel, the tensile zone reaches a maximum strain value <em>ε</em>_max, whereas the compressive zone reaches a minimum strain value <em>ε</em>_min. These experimental insights offer valuable references for the seismic design of tunnels.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"188 ","pages":"Article 109054"},"PeriodicalIF":4.2,"publicationDate":"2024-10-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142531941","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"A procedure for addressing the soil-abutment interaction problem in the safety assessment of bridges","authors":"S. Carbonari ,&nbsp;F. Dezi ,&nbsp;R. Martini ,&nbsp;A. Brunetti ,&nbsp;G. Leoni","doi":"10.1016/j.soildyn.2024.109042","DOIUrl":"10.1016/j.soildyn.2024.109042","url":null,"abstract":"<div><div>The paper proposes a methodology for assessing the seismic soil-foundation-abutment response in the spirit of the sub-structure approach. The methodology is suitable for conventional bridge abutments characterized by massive structural components and accommodates for various structural and soil configurations, from both stratigraphic and topographic perspectives. The abutment is assumed to be rigid, which is a generally acceptable hypothesis given the typical geometry of conventional bridge abutments with walls, orthogonal wingwalls, and a concrete deep or strip foundation. The methodology aligns with codes, which foresees a linear behaviour for the abutments and suggest a low behaviour factor to account for dissipative capabilities due to the backfills and the radiation phenomena in the soil. The soil is assumed to perform elastically, but the overall soil nonlinearity induced by seismic wave propagation can be incorporated into the method using a linear equivalent representation of soil properties. The methodology is applied to a real case study in order to demonstrate its effectiveness in addressing the soil-structure interaction problem and to provide practical suggestions for the method implementation, including possible simplifications.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"188 ","pages":"Article 109042"},"PeriodicalIF":4.2,"publicationDate":"2024-10-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142531388","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Insights from the numerical analysis of axially loaded piles in liquefiable soils","authors":"Sumeet K. Sinha ,&nbsp;Katerina Ziotopoulou ,&nbsp;Bruce L. Kutter","doi":"10.1016/j.soildyn.2024.109020","DOIUrl":"10.1016/j.soildyn.2024.109020","url":null,"abstract":"<div><div>Axially loaded piles in liquefiable soils can undergo severe settlement due to an earthquake event. During shaking, the settlement is caused by the decreased shaft and tip capacity from excess pore pressures (u_e) generated around the pile. Post shaking, soil settlement from the reconsolidation of liquefied soil surrounding the pile results in the development of additional load (known as drag load), causing downdrag settlement of the pile. Estimating the axial load distribution and pile settlement is essential for designing and evaluating the performance of axially loaded piles in liquefiable soils. In practice, a simplified neutral plane solution method is used, where the liquefied soils are modeled as a consolidating layer without considering the effect of u_e generation/dissipation. A TzQzLiq analysis models the load and settlement response of axially loaded piles in liquefiable soils by accounting for the effect of excess pore pressure (u_e) generation/dissipation on the shaft and tip capacity. This paper presents the deficiencies of the simplified neutral plane method in predicting the drag load as well as the downdrag settlement by comparing it with the TzQzLiq analysis validated with hypergravity model tests. The results show that the drag load and the downdrag settlement predicted by the neutral plane method might be over- or under-estimated depending on the pile load, the rate of u_e dissipation, and the soil settlement. For the cases studied, it was found that most of the pile settlement occurs during shaking due to the decrease in the pile's tip resistance from the development of u_e in the soil surrounding it. While large drag loads develop during reconsolidation, the resulting downdrag settlement is small. While the neutral plane method generally predicted a downdrag settlement comparable to that of the TzQzLiq analysis, it overpredicted drag load and could not predict co-seismic settlement. Finally, the study advocates for the development and use of a displacement-based procedure (accounting for all the mechanisms occurring during and after an earthquake event) such as based on TzQzLiq analysis in accurately evaluating the performance of the pile (i.e., the pile settlement and the maximum load), thus providing an overall safe, efficient, and optimized design.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"188 ","pages":"Article 109020"},"PeriodicalIF":4.2,"publicationDate":"2024-10-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142531137","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Seismic performance assessment of existing low-ductility reinforced concrete double-column bridge piers retrofitted with buckling-restrained braces","authors":"Jing Wang,&nbsp;Chongjie Jin,&nbsp;Yangyang Bao,&nbsp;Yangfan Hong,&nbsp;Wen Xie","doi":"10.1016/j.soildyn.2024.109051","DOIUrl":"10.1016/j.soildyn.2024.109051","url":null,"abstract":"<div><div>In this study, buckling-restrained braces (BRBs) are utilized to improve the seismic performance of existing reinforced concrete (RC) double-column bridge piers. Two 1/2-scale models of RC double-column bridge piers—one retrofitted with a BRB (RC-Pier-BRB) and the other without a BRB (RC-Pier)—were designed and compared. The failure mode, stiffness, strength, energy dissipation, and curvature of RC-Pier-BRB and RC-Pier were compared through pseudo-static tests. Fiber finite element models were created using OpenSees to replicate the experimental results. The findings showed that BRBs effectively controlled seismic damage; compared to RC-Pier, RC-Pier-BRB demonstrated a 44.8 % reduction in the maximum curvature. The strength of RC-Pier-BRB increased by 59.2 %, and its energy-dissipation capacity grew by 18–40 % after BRB retrofitting. The numerical model accurately reproduced the trends in the strength, strength degradation, seismic behavior after BRB fracture, and curvature in the plastic zone of the test models. The differences in the peak strengths of RC-Pier and RC-Pier-BRB between the numerical and experimental results were 3.90 % and 0.43 %, respectively. The errors in the maximum curvatures for RC-Pier and RC-Pier-BRB between the numerical and experimental results were 2.03 % and 8.53 %, respectively. Therefore, retrofitting the existing RC double-column bridge piers with BRBs can improve seismic performance and damage control. Furthermore, the connection bases and plates of the BRB remained useable after the BRB buckled and fractured, suggesting a reliable technology for the replacement and recovery of the BRB after an earthquake.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"188 ","pages":"Article 109051"},"PeriodicalIF":4.2,"publicationDate":"2024-10-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142531439","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Numerical simulation on in-situ loading tests of composite foundation composed of soilbags, piles and footing","authors":"Tatsuya Doi ,&nbsp;Yoshitaka Murono ,&nbsp;Feng Zhang","doi":"10.1016/j.soildyn.2024.109035","DOIUrl":"10.1016/j.soildyn.2024.109035","url":null,"abstract":"<div><div>The authors have been developing a new composite foundation composed of soilbags, piles and footing, hereafter called as proposed composite foundation (PCF). PCF is characterized by laying soilbags between the pile heads and the footing. The expected effects of PCF are to reduce the bending moment of the piles and the response acceleration of the pier during earthquakes by cutting off the fixed connection between the piles and the footing. To apply PCF to practical use, it is necessary to confirm the validity of the numerical analysis model of PCF through comparison with the seismic behavior of the entire system of PCF confirmed by the previous in-situ loading tests. In this study, therefore, FEM analysis based on rational elastoplastic model was conducted to reproduce the in-situ loading tests, and the numerical model was verified by comparing the calculation results to the test results. Furthermore, since it is not always easy to conduct sophisticated elastoplastic FEM analysis in practical engineering, a simplified numerical method is proposed, and its applicability was examined by comparing to the test results and the elastoplastic FEM analysis results. The results showed that, although not all the results of the in-situ loading tests could be explained, the proposed simplified method could generally explain the test results and was useful for the practical engineering of the newly proposed PCF.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"188 ","pages":"Article 109035"},"PeriodicalIF":4.2,"publicationDate":"2024-10-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142531139","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Field load testing and numerical analysis of offshore photovoltaic steel pipe piles","authors":"Jin Zhang ,&nbsp;Ruiqi Li ,&nbsp;Suchun Yang ,&nbsp;Junwei Liu ,&nbsp;Zhen Guo ,&nbsp;Lingyun Feng ,&nbsp;Wenchang Shang ,&nbsp;Lian Zhu ,&nbsp;Bingkun Du","doi":"10.1016/j.soildyn.2024.109034","DOIUrl":"10.1016/j.soildyn.2024.109034","url":null,"abstract":"<div><div>Photovoltaic power generation, as an emerging method of energy utilization, has demonstrated unique advantages in resource development. Offshore photovoltaic systems, characterized by their high-power generation capacity, low land occupation, and ease of integration with other industries, have become a highly regarded energy choice. These systems frequently make use of fixed pile foundations, and the crucial aspect of their design lies in the horizontal bearing capacity of these foundations. This study investigates the horizontal load-bearing properties of steel pipe piles used in offshore photovoltaic systems by conducting field tests with single-pile horizontal static loads and performing numerical analysis. The analysis findings indicate a notable increase in the horizontal movement of the pile structure as the load is progressively augmented. The site is topped with a heavy deposit of muddy soil. During the unloading stage, the rebound deformation is incomplete, resulting in significant residual deformation of the pile body after unloading. The simulation results from the numerical analysis closely match the measured values, confirming the accuracy of the mode. Furthermore, the impact of factors such as pile diameter and rock penetration depth on the horizontal bearing capacity of the test piles is analyzed. Under the same horizontal load, increasing the pile diameter and rock penetration depth can effectively reduce the displacement of the single-pile foundation. However, when the rock penetration depth exceeds four times the pile diameter, the resistance of the deep rock mass cannot be fully utilized, and the increase in the horizontal bearing capacity of the pile body slows down. The study's conclusions furnish a comprehensive reference point for evaluating the horizontal load-bearing capabilities of offshore photovoltaic pile foundations, enabling further advancements in design strategies and optimization.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"188 ","pages":"Article 109034"},"PeriodicalIF":4.2,"publicationDate":"2024-10-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142531136","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Study on seismic performance and bearing capacity calculation of post-earthquake repairable high-strength steel joints with weakened-angle","authors":"Hongchao Guo ,&nbsp;Wenqi Wang ,&nbsp;Dongdong Zheng ,&nbsp;Renzhang Song ,&nbsp;Dixiong Yang","doi":"10.1016/j.soildyn.2024.109029","DOIUrl":"10.1016/j.soildyn.2024.109029","url":null,"abstract":"<div><div>This paper combines common steel and high-strength steel to design a post-earthquake, repairable joint, considering post-earthquake function repairable and seismic performance comprehensively. To prevent early plastic deformation of the joint during the initial loading, slot holes are cut in the web and obround holes are cut in the flange of the angle. This is done to enhance the joint's seismic performance and its capacity for repair. Carrying out the proposed pseudo-static test and finite element parameter expansion analysis on the designed joints to compare and analyze the post-earthquake function repairable capacity of the joint. According to the different failure mechanisms, the calculation method of the bearing capacity and the design method of the joints are proposed. The weakened angle joints have low bearing capacity but the damage is completely concentrated in the damage element, and shows excellent ductility and seismic performance. The damage element was replaced when the story-drift was reached at 0.04 rad, and the peak bearing capacity before and after replacement errored by only 7.1 %. The maximum residual deformation of the joint is 0.48 %, which is lower than the threshold value for residual deformation of the post-earthquake function repairable structure, indicating excellent post-earthquake function repairable capacity. Based on the parameter and theoretical analysis, it is recommended that the thickness of damage element is not greater than the thickness of the beam, the length of the cantilever beam takes the value range of 0.18–0.25 times the total length of the beam, the bolts spacing of angle flange should be in the range of 30 times the thickness of the angle, and the reducing rate of the flange cover plate is about 0.7. According to the full-section plasticity theory, the peak bearing capacity can be calculated. The experimental and simulated values have an error within the range of 10 %.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"188 ","pages":"Article 109029"},"PeriodicalIF":4.2,"publicationDate":"2024-10-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142531138","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"A method to truncate elastic half-plane for soil–structure interaction analysis under moving loads and its implementation to ABAQUS","authors":"Yufeng Dong ,&nbsp;Wenyang Zhang ,&nbsp;Anoosh Shamsabadi ,&nbsp;Ahmad Dehghanpoor ,&nbsp;Li Shi ,&nbsp;Ertugrul Taciroglu","doi":"10.1016/j.soildyn.2024.109015","DOIUrl":"10.1016/j.soildyn.2024.109015","url":null,"abstract":"<div><div>Moving loads appear in many half-plane problems, including analyses involving highway or railway bridges, culverts, and embankments. Current modeling approaches are mostly analytical, which provide only limited utility in practical problems featuring embedded or supported scatterers (e.g., a tunnel). Basic applications of fully numerical/discrete approaches (e.g., the finite element method) are also complicated because of the moving inbound load(s). One approach is to use a very large domain so that the wavefield reaches a steady state prior to any significant interaction of the moving loads with the local region containing the scatterer. This scenario elevates the computational burden to impractically high levels. In the present study, we devise an approach featuring Perfectly-Matched-Layers (PMLs) and the Domain Reduction Method (DRM) for a linear elastic half-plane, which enables drastic reductions in the domain size without sacrificing accuracy. The effective nodal forces at the boundary of the truncated local domain are computed a priori for the far free-field problem. Both the scattered and otherwise outbound waves are absorbed by the PMLs. The DRM approach and the PMLs are implemented together in commercial software ABAQUS—the former with a stand-alone code that modifies the ABAQUS input file and the latter through a user-defined element (UEL) subroutine. The accuracy of the method and its implementation is verified for homogeneous half-planes with and without a rectangle-shaped hollow zone under a concentrated moving load. We also present a parametric study involving a variety of scatterer geometries, embedment depths, and load speeds. The results indicate the veracity and the utility of the DRM and PML implementations for moving loads on half-plane.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"188 ","pages":"Article 109015"},"PeriodicalIF":4.2,"publicationDate":"2024-10-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142445037","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}