Soil Dynamics and Earthquake Engineering最新文献

{"title":"The hybrid “M and P” technique for seismic damage identification in planar dual reinforced concrete frames","authors":"Triantafyllos K. Makarios ,&nbsp;Athanasios P. Bakalis ,&nbsp;Ioannis Ntaliakouras ,&nbsp;Chris G. Karayannis","doi":"10.1016/j.soildyn.2025.109344","DOIUrl":"10.1016/j.soildyn.2025.109344","url":null,"abstract":"<div><div>This paper presents the effectiveness of the newly proposed hybrid \"<em>M</em> and <em>P</em>″ technique for identifying seismic damage in existing, planar, multistory Reinforced Concrete (RC) frames featuring a dual structural frame-wall system. The methodology integrates instrumental Monitoring (<em>M</em>) of the structure with Pushover analysis (<em>P</em>) to provide a comprehensive evaluation framework. Αfter a major seismic event followed by various subsequent aftershocks have taken place, the examined structure must be inspected immediately to identify potential damage. We consider the case where the examined structure has significant damage, but after the seismic vibrations have reached a quiet state. In order to identify the damage of the structure, we can use the \"<em>M</em> and <em>P</em>″ technique, since the performing of a nonlinear time history analysis is impractical due to a lack of sufficient information regarding the seismic ground excitations and the current state of the structure. A key component of the approach lies in plotting the dual frame's eigenfrequencies for each analysis step (where linear behavior is assumed) within the inelastic domain, against seismic roof displacement. The fundamental eigenfrequency of the examined dual RC frame, derived during the monitoring phase due to ambient causes, is utilized in this representation to determine the corresponding inelastic roof displacement, which indicates the damage state of the frame. This displacement serves as the target for pushover analysis, facilitating the accurate evaluation of the location and severity of seismic damage. The methodology is applied to a six-story RC frame with a dual structural system, showcasing its practical implementation with valided results.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109344"},"PeriodicalIF":4.2,"publicationDate":"2025-03-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143654718","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 cumulative plastic deformation and resistivity-based damage evolution of frozen soil-rock mixtures under cyclic loading","authors":"Kai Sun ,&nbsp;Zhiqing Li ,&nbsp;Lei Li ,&nbsp;Ruilin Hu ,&nbsp;Weilin Pan ,&nbsp;Wenbo Su","doi":"10.1016/j.soildyn.2025.109374","DOIUrl":"10.1016/j.soildyn.2025.109374","url":null,"abstract":"<div><div>The cumulative plastic deformation and damage evolution of frozen soil-rock mixtures under cyclic loading was studied by a dynamic triaxial instrument with real-time resistivity measurement function. A series of low-temperature cyclic triaxial tests were conducted under varying confining pressures (200 kPa, 500 kPa, 800 kPa), block proportions (0, 30 %, 40 %, 50 %), and dynamic stress ratios (0.4, 0.6, 0.8). The results reveal that the cumulative plastic deformation process can be divided into three stages, such as microcrack closure as the initial stage, crack steady growth as the middle stage, and rapid crack propagation until it fails as the final stage. Under the same number of cycles, the greater the dynamic stress is, the greater the cumulative plastic deformation is. Furthermore, a strong correlation is identified between the resistivity and the cumulative plastic deformation. With the increase of the number of cycles, the cumulative plastic deformation leads to the accumulation of internal damage, and the resistivity gradually increases. Thus, a damage evolution model based on resistivity damage variables is proposed. The model demonstrated an average fitting accuracy of 97.36 % with the experimental data.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109374"},"PeriodicalIF":4.2,"publicationDate":"2025-03-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143654580","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":"Statistical analysis of earthquake ground motion coherency loss and a simplified evaluation method of its effect on structural responses","authors":"Haimei Ling ,&nbsp;Hong Hao ,&nbsp;Chao Li ,&nbsp;Kaiming Bi ,&nbsp;Xiaojun Fang","doi":"10.1016/j.soildyn.2025.109377","DOIUrl":"10.1016/j.soildyn.2025.109377","url":null,"abstract":"<div><div>Almost all major seismic design codes state the necessity of considering spatially varying earthquake ground motions (SVEGM) in the analysis and design of large-dimensional structures but do not provide specific guides on modeling SVEGM, which are characterized by time lag and coherency loss. More than 100 coherency loss models have been proposed, but they exhibit significant variations, even for sites with similar conditions. Owing to the absence of a systematic study on the coherency loss ranges in current practice, the coherency loss models are rather arbitrarily selected in both research and seismic design, which may lead to inaccurate structural response predictions. This study conducted statistical analyses of available coherency loss models corresponding to three different site categories from open literature. The mean and standard deviation (STD) of lagged coherency loss functions are derived, providing a range of possible variations of coherency loss and a reference for the selection of a coherency loss for modeling SVEGM. The results are further used to derive dimensionless coherency loss effect modification coefficients as a function of structural vibration frequency, separation distance, and spatial ground motion time lag for structural response prediction. With this, the structural responses considering SVEGM can be straightforwardly obtained by multiplying the conveniently obtainable structural responses, which account for the wave passage effect only, with the corresponding modification coefficients, thus greatly reducing the calculation complexity. Analysis of application examples demonstrated that using the proposed modification functions generally improves the accuracy of structural response predictions considering SVEGM.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109377"},"PeriodicalIF":4.2,"publicationDate":"2025-03-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143654719","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":"Fuzzy analytical hierarchy process and component importance measures for selection optimal intensity measures and development fragility curves in bridges","authors":"Saman Shiravand ,&nbsp;Najib Rabiee ,&nbsp;Siavash Soroushian","doi":"10.1016/j.soildyn.2025.109352","DOIUrl":"10.1016/j.soildyn.2025.109352","url":null,"abstract":"<div><div>The process of selecting optimal intensity measures (IM) in complex systems is a multi-criteria decision-making (MCDM) approach. However, previous studies mainly assumed constant weights for performance metrics and neglected the importance of various components. To overcome these challenges, a framework that was formulated based on the order preference by similarity to the ideal solution (TOPSIS), using the fuzzy analytical hierarchy process (FAHP) and component intensity measures (CIMs) is proposed. 3200 multi-span continuous concrete I-girder (MSCC-IG) and multi-span simply supported concrete I-girder (MSSSC-IG) bridges are randomly paired with a suit of input motion through probabilistic seismic demand analysis (PSDA). FAHP reveals that among different performance metrics proficiency and practicality have the highest and the lowest weight in the selection of optimal IM, respectively. The findings of the proposed framework show that the foundation, which has the lowest CIMs, has an insignificant impact on the selection of optimal IM in bridges. Moreover, the Sa(1,2), which is a summation of 0.80 and 0.20 spectral acceleration in the first and second modes of vibration in bridges, respectively, is the ideal IM in the majority of components of bridges. Fragility outcomes of this study reveal that the vulnerability of MSSSC-IG bridges is higher compared to MSCC-IG bridges at the system level.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109352"},"PeriodicalIF":4.2,"publicationDate":"2025-03-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143654717","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 response of pile-cohesive soil-bridge from shaking table array tests","authors":"Hongjuan Chen ,&nbsp;Mingzhen Gao ,&nbsp;M. Hesham El Naggar ,&nbsp;Xiaojun Li ,&nbsp;Burak Ozturk ,&nbsp;Zhao-Dong Xu ,&nbsp;Zhijun Dai ,&nbsp;Haojie Xing ,&nbsp;Longyun Zhou","doi":"10.1016/j.soildyn.2025.109367","DOIUrl":"10.1016/j.soildyn.2025.109367","url":null,"abstract":"<div><div>Shake table tests with a pile-soil-bridge model were conducted on a shaking table array system to evaluate the influence of ground motion characteristics on the seismic response of a section of a bridge. Three ground motions with different earthquake characteristics (El Centro, Tianjin, and Wolong) were used as input to examine their effects on the piled foundation-bridge system. The ground motions were scaled at three intensity levels (PGA: 0.15g, 0.45g, and 0.60g) to investigate the impact of intensity on the bridge model's response. The tests were carried out using an array of four shaking tables arranged in a rectangular configuration. The foundation-bridge model, made of organic glass, was placed in a cohesive soil bed enclosed in a rigid box with dimensions of 3.93 × 3.52 × 1.24 m (length × width × height). The results showed that the pile-soil-bridge response was sensitive to the spectral characteristics of the seismic waves under uniform excitations. The bridge deck exhibited varying levels of acceleration amplification compared to the input motion across different ground motions at the same intensity levels. Differences in motion characteristics also led to significant variations in the acceleration and displacement responses of the piles, pier, and deck.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109367"},"PeriodicalIF":4.2,"publicationDate":"2025-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143636955","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":"Performance analysis of soil-geopolymer deep mix column in soft soil under static and cyclic loading","authors":"Sanjoli Gupta ,&nbsp;Suresh Kumar ,&nbsp;N. Muni Pradeep ,&nbsp;Mayank Nishant","doi":"10.1016/j.soildyn.2025.109368","DOIUrl":"10.1016/j.soildyn.2025.109368","url":null,"abstract":"<div><div>Deep soil mixing (DSM) is a widely used ground improvement method to enhance the properties of soft soils by blending them with cementitious materials to reduce settlement and form a load-bearing column within the soil. However, using cement as a binding material significantly contributes to global warming and climatic change. Moreover, there is a need to understand the dynamic behavior of the DSM-stabilized soil under traffic loading conditions. In order to address both of the difficulties, a set of 1-g physical model tests have been conducted to examine the behavior of a single geopolymer-stabilized soil column (GPSC) as a DSM column in soft soil ground treatment under static and cyclic loading. Static loading model tests were performed on the end-bearing (<em>l/h</em> = 1) GPSC stabilized ground with <em>A</em>_<em>r</em> of 9 %, 16 %, 25 %, and 36 % and floating GPSC stabilized ground with <em>l/h</em> ratio of 0.35, 0.5, and 0.75 to understand the load settlement behavior of the model ground. Under cyclic loading, the effect of <em>A</em>_<em>r</em> in end-bearing conditions and cyclic loading amplitude with different CSR was performed. Earth pressure cells were used to measure the stress distribution in the GPSC and the surrounding soil in terms of stress concentration ratio, and pore pressure transducers were used to monitor the excess pore water pressure dissipated in the surrounding soil of the GPSC during static and cyclic loading. The experimental results show that the bearing improvement ratio was 2.28, 3.74, 7.67, and 9.24 for <em>A</em>_<em>r</em> of 9 %, 16 %, 25 %, and 36 %, respectively, and was 1.49, 1.82, and 2.82 for <em>l/h</em> ratios of 0.35, 0.5, and 0.75 respectively. Also, the settlement induced due to cyclic loading was high under the same static and cyclic stress for all the area replacement ratios. Furthermore, the impact of cyclic loading is reduced with an increase in the area replacement ratio. Excess pore water pressure generated from static and cyclic loads was effectively decreased by installing GPSC.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109368"},"PeriodicalIF":4.2,"publicationDate":"2025-03-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143628200","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":"Shaking table experiments to investigate the seismic response of drag embedded anchors","authors":"Yu-Shu Kuo ,&nbsp;Ping-Hsien Chin ,&nbsp;Yu-Hsiu Tseng ,&nbsp;Chao-Ming Chi ,&nbsp;Shang-Chun Chang ,&nbsp;Charles Aubeny","doi":"10.1016/j.soildyn.2025.109364","DOIUrl":"10.1016/j.soildyn.2025.109364","url":null,"abstract":"<div><div>Drag embedded anchors (DEA) are widely used in offshore engineering. The anchor foundations are installed in the seabed through the drag force applied by the mooring line and provide holding capacity to marine structures. Offshore wind farms in Taiwan are located in active earthquake zones, where a considerable amount of sandy soil at the upper layer of seabed results in a high potential for soil liquefaction. Since DEA are a promising option for floating wind turbines, this study conducted a shaking table test on two 1/30-scale anchors in medium dense sand to investigate the dynamic behavior of DEA during earthquakes and after excess pore water pressure dissipation. The test results reveal no significant impact on the orientation of the anchors, which could be due to the uplift force from the excess pore water pressure acting on the fluke. After the excess pore water pressure dissipates, the soil density increases, and the fluke angle becomes favorable, thus increasing the anchor's holding capacity when subjected to additional drag.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109364"},"PeriodicalIF":4.2,"publicationDate":"2025-03-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143620573","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":"Performance of Reyhanlı Dam during February 6, 2023 Kahramanmaraş-Türkiye earthquake sequence","authors":"Kemal Onder Cetin ,&nbsp;Bilal Umut Ayhan ,&nbsp;Faik Cüceoğlu ,&nbsp;Sefa Yildirim","doi":"10.1016/j.soildyn.2025.109369","DOIUrl":"10.1016/j.soildyn.2025.109369","url":null,"abstract":"<div><div>The February 6, 2023 Türkiye-Kahramanmaraş earthquake sequence subjected Reyhanlı Dam to strong near-source ground motions. The dam is located in Hatay-Reyhanlı district of Türkiye, 23.2 km away from the fault rupture plane of the Kahramanmaraş-Pazarcık M7.8 event. The peak ground acceleration at comparable distances from the fault ruptures was estimated to vary in the range 0.1–0.4 g and 0.02–0.04 g, during Pazarcık and Ekinözü-Elbistan events. Consistently the peak ground rock acceleration at the dam site is governed by Pazarcık event, and estimated as 0.3 g. The permanent total ground deformations, in terms of lateral and vertical displacements were mapped at the crest and reported to vary in the range of 10–30 cm, and 100–120 cm, respectively. No surface manifestation of soil liquefaction was observed at the dam body, or at its foundation soils. As part of preliminary reconnaissance assessments, limit equilibrium-based slope stability and simplified permanent deformation assessments were performed to evaluate the conformity of the predicted and observed responses. In between KM: 0+900 to 2+000 the permanent displacements consistently increase with increasing the transverse section height of the dam. Bray and Travasarou (2007) [20] semi-empirical simplified method produced the most consistent predictions for both the upstream and downstream slopes. In between KM: 6+000–8+120, large displacements were observed, higher than the values predicted by all methods, but in better conformance with the ones of Makdisi and Seed (1979) [15]. The increased permanent displacements were attributed to the presence of sand lenses in the foundation, which might have been cyclically softened, or even cyclically liquefied during the Pazarcık event.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109369"},"PeriodicalIF":4.2,"publicationDate":"2025-03-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143620481","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":"Runout of liquefaction-induced tailings dam failure: Influence of earthquake motions and residual strength","authors":"Brent Sordo,&nbsp;Ellen Rathje,&nbsp;Krishna Kumar","doi":"10.1016/j.soildyn.2025.109371","DOIUrl":"10.1016/j.soildyn.2025.109371","url":null,"abstract":"<div><div>This study utilizes a hybrid Finite Element Method (FEM) and Material Point Method (MPM) to investigate the runout of liquefaction-induced flow slide failures. The key inputs to this analysis are the earthquake ground motion, which induces liquefaction, and the post-liquefaction residual strength. The influence of these factors on runout is evaluated by subjecting a model of a tailings dam to thirty different earthquake motions and by assigning different values of post-liquefaction residual strength. Ground motions with larger peak ground accelerations (PGA) generate liquefaction to larger depths, thus mobilizing a greater mass of material and resulting in a flow slide with greater runout. However, different ground motions with the same PGA yield significant variations in the depth of liquefaction, indicating that other ground motion characteristics (e.g., frequency content) also exert significant influence over the initiation of liquefaction. Ground motion characteristics of peak ground velocity (PGV) and Modified Acceleration Spectrum Intensity (MASI) show a strong correlation to the induced depth of liquefaction because they capture both the intensity and frequency content of the earthquake motion. The computed runout is directly related to the depth of liquefaction induced by the earthquake motion. For dam geometry analyzed, measurable runout occurs when liquefaction extends to 10 m depth and the runout is maximized when liquefaction extends to about 18 m. Strain-softening of the residual strength of the liquefied tailings during runout is shown to substantially increase the runout distance of the flow slide, highlighting the need for additional research to better characterize the appropriate strength of liquefied materials during flow failures.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109371"},"PeriodicalIF":4.2,"publicationDate":"2025-03-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143628201","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 and soil-structure interaction of shallow reinforced concrete tunnels","authors":"Ahmad Abdelhalim ,&nbsp;M. Hesham El Naggar ,&nbsp;Kyungtae Kim ,&nbsp;A. Fouad Hussein ,&nbsp;Ahmed Elgamal","doi":"10.1016/j.soildyn.2025.109372","DOIUrl":"10.1016/j.soildyn.2025.109372","url":null,"abstract":"<div><div>This study investigates the seismic response of a reinforced concrete (RC) tunnel using two-dimensional plane strain finite element models calibrated and validated against experimental results. A comprehensive parametric study is then conducted to explore the influence of tunnel-soil flexibility ratio, soil relative density, Arias intensity of the input motion, and ground motion components on the seismic soil-structure interaction (SSI). The results demonstrated that the flexibility ratio and racking coefficient increase with overburden height, while soil deformations decrease. Acceleration amplification factors rise from the bottom soil to the ground surface, with dense soil showing higher amplification especially in the regions at and near the tunnel field. The horizontal amplification factor exhibits greater variability with increasing seismic energy intensity, and the effect of the vertical motion becomes more pronounced near the structure. The vertical amplification factor is lowest for the horizontal component, while the vertical and combined components exhibit higher values influenced by the presence of the tunnel with lower earthquake intensity. Soil relative density significantly influences the vertical and lateral pressures on the tunnel, with dense sand causing maximum vertical pressures on the top slab and walls. The vertical earthquake component has a greater impact on the tunnel's top slab pressure distribution than the horizontal component. Seismic bending moments are influenced by earthquake components, with the vertical component leading to the greatest positive bending moment values in the middle section of the roof slab. Vertical soil deformation is significantly affected by the horizontal input motion component, whereas the vertical component minimally affects lateral soil deformation. These findings underscore the importance of capturing stress-strain response under cyclic loading, particularly near the tunnel crown, where complex stress interactions lead to increased variability in behavior.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109372"},"PeriodicalIF":4.2,"publicationDate":"2025-03-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143611715","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}