The present study discusses about evaluation of liquefaction potential of soil within a probabilistic framework based on the standard penetration test (SPT) dataset using evolutionary artificial intelligence technique, multi-gene genetic programming (MGGP). Based on the developed limit state function, a relationship is given between probability of liquefaction and factor of safety against liquefaction using Bayesian theory. This Bayesian mapping function is further used to develop a probabiliy based design chart for evaluation of liquefaction potential of soil. Using an independent database the efficacy of present MGGP based probabilistic model is compared with the available artificial neural network (ANN) and statistical models in terms of rate of successful prediction of liquefaction and non-liquefaction cases. The proposed MGGP based model is found to be more accurate compared to other models.
{"title":"SPT-Based Probabilistic Method for Evaluation of Liquefaction Potential of Soil Using Multi-Gene Genetic Programming","authors":"P. K. Muduli, Sarath Das","doi":"10.4018/JGEE.2013010103","DOIUrl":"https://doi.org/10.4018/JGEE.2013010103","url":null,"abstract":"The present study discusses about evaluation of liquefaction potential of soil within a probabilistic framework based on the standard penetration test (SPT) dataset using evolutionary artificial intelligence technique, multi-gene genetic programming (MGGP). Based on the developed limit state function, a relationship is given between probability of liquefaction and factor of safety against liquefaction using Bayesian theory. This Bayesian mapping function is further used to develop a probabiliy based design chart for evaluation of liquefaction potential of soil. Using an independent database the efficacy of present MGGP based probabilistic model is compared with the available artificial neural network (ANN) and statistical models in terms of rate of successful prediction of liquefaction and non-liquefaction cases. The proposed MGGP based model is found to be more accurate compared to other models.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2013-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"79260128","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The sliding stability of retaining wall is one of the four important stability criteria for the safe design of retaining wall. Here an attempt is made to determine the sliding stability of retaining wall under seismic loading condition supporting c- F backfill considering both soil and wall inertia using pseudo-static method. The analysis for seismic active earth pressure for that particular study is done in such a way to develop a single critical wedge surface which is more realistic. The effect of wide range of variation of parameters like angle of internal friction of soil, angle of wall friction, cohesion, adhesion, seismic acceleration are studied on normalized seismic active earth pressure variation, wall inertia factor, thrust factor, combined dynamic factor and dynamic factor of safety against sliding. Results are presented in terms of formula for critical wedge surface and seismic active earth pressure and non-dimensional charts for the variation of different factors. Finally, a failure zone against sliding is recommended in the Factor of safety against sliding charts.
{"title":"Sliding Stability of Retaining Wall Supporting c-Φ Backfill under Pseudo-Statically Seismic Active Load","authors":"Sima Ghosh","doi":"10.4018/JGEE.2013010101","DOIUrl":"https://doi.org/10.4018/JGEE.2013010101","url":null,"abstract":"The sliding stability of retaining wall is one of the four important stability criteria for the safe design of retaining wall. Here an attempt is made to determine the sliding stability of retaining wall under seismic loading condition supporting c- F backfill considering both soil and wall inertia using pseudo-static method. The analysis for seismic active earth pressure for that particular study is done in such a way to develop a single critical wedge surface which is more realistic. The effect of wide range of variation of parameters like angle of internal friction of soil, angle of wall friction, cohesion, adhesion, seismic acceleration are studied on normalized seismic active earth pressure variation, wall inertia factor, thrust factor, combined dynamic factor and dynamic factor of safety against sliding. Results are presented in terms of formula for critical wedge surface and seismic active earth pressure and non-dimensional charts for the variation of different factors. Finally, a failure zone against sliding is recommended in the Factor of safety against sliding charts.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2013-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"79337191","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Even though the size of the earthquake is moderate, presence of soft soil near the surface can cause devastating damage due to local site and induced effects like liquefaction. Evidence of liquefaction due to past Indian earthquakes was highlighted in many Paleo-seismic studies, particularly in the Himalayan region. The objective of this paper is subsurface characterization of part Indo-Gangetic Basin (IGB) and estimation of liquefaction hazards for the possible surface ground motions based on the region seismic study. Drilling of boreholes and measurement of standard penetration N values are carried out at selected locations for subsurface characterization. Possibility of liquefaction for soil deposits are assessed by comparing the grain size distribution curves obtained from laboratory tests with the range of grain size distribution curves of potentially liquefiable soils. The minimum factor of safety values has been identified for each location and presented in the form of maps showing FOS against liquefaction for average and maximum amplified peak ground acceleration (PGA) values. These maps have highlighted that the northern, western and central parts of Lucknow fall under very critical to critical for liquefaction while southern parts shows moderate to low critical area.
{"title":"Liquefaction Hazard Mapping of Lucknow: A Part of Indo-Gangetic Basin (IGB)","authors":"Abhishek Kumar, P. Anbazhagan, T. Sitharam","doi":"10.4018/JGEE.2013010102","DOIUrl":"https://doi.org/10.4018/JGEE.2013010102","url":null,"abstract":"Even though the size of the earthquake is moderate, presence of soft soil near the surface can cause devastating damage due to local site and induced effects like liquefaction. Evidence of liquefaction due to past Indian earthquakes was highlighted in many Paleo-seismic studies, particularly in the Himalayan region. The objective of this paper is subsurface characterization of part Indo-Gangetic Basin (IGB) and estimation of liquefaction hazards for the possible surface ground motions based on the region seismic study. Drilling of boreholes and measurement of standard penetration N values are carried out at selected locations for subsurface characterization. Possibility of liquefaction for soil deposits are assessed by comparing the grain size distribution curves obtained from laboratory tests with the range of grain size distribution curves of potentially liquefiable soils. The minimum factor of safety values has been identified for each location and presented in the form of maps showing FOS against liquefaction for average and maximum amplified peak ground acceleration (PGA) values. These maps have highlighted that the northern, western and central parts of Lucknow fall under very critical to critical for liquefaction while southern parts shows moderate to low critical area.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2013-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"74339173","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Construction of earthen dams has developed quickly to access water and electricity. The earthquake phenomena can generate cracks at the crest, and transferred them to the structural body. It has occurred during the interaction between structure and reservoir. In this context, some reinforcement techniques have experienced according to the literature. They have included a perpendicular drain, prefabricated vertical drain, Geosynthetic in some layers within the structure, Pile, injection and cut off wall system on the dam foundation. Most of them controlled this aspect costly. The Finite-element method has applied via plane strain aspect using the ANSYS13. This paper evaluated effects of using blanket layer between a short homogenized earthen dam and weak foundation on the dynamic behavior throughout the seismic process. As a result, clay soil in the blanket layer with a modulus elasticity ratio equal to 2.50 between it, and loose sand of foundation has indicated the optimal approach. It has revealed that, this method can be changed the situation of the minimum and maximum value of shear stress when it has located in the middle of the foundation without the blanket layer at the end of vibration.
{"title":"Dynamic Analysis of Homogenize Earthen Dam Using Blanket Layer Technique","authors":"B. Gordan, A. Adnan","doi":"10.4018/JGEE.2013010105","DOIUrl":"https://doi.org/10.4018/JGEE.2013010105","url":null,"abstract":"Construction of earthen dams has developed quickly to access water and electricity. The earthquake phenomena can generate cracks at the crest, and transferred them to the structural body. It has occurred during the interaction between structure and reservoir. In this context, some reinforcement techniques have experienced according to the literature. They have included a perpendicular drain, prefabricated vertical drain, Geosynthetic in some layers within the structure, Pile, injection and cut off wall system on the dam foundation. Most of them controlled this aspect costly. The Finite-element method has applied via plane strain aspect using the ANSYS13. This paper evaluated effects of using blanket layer between a short homogenized earthen dam and weak foundation on the dynamic behavior throughout the seismic process. As a result, clay soil in the blanket layer with a modulus elasticity ratio equal to 2.50 between it, and loose sand of foundation has indicated the optimal approach. It has revealed that, this method can be changed the situation of the minimum and maximum value of shear stress when it has located in the middle of the foundation without the blanket layer at the end of vibration.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2013-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"85449161","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
A steel pipe is buried at a shallow depth beneath a roadway. The behavior of steel pipe during wheel load was studied in this paper by FLAC 3D. An analysis is needed to evaluate the effect of wheel loading on the road surface deflection and pipe deformation. The top of the pipe is 1.5m beneath the road surface. The pipe has an outer diameter of 4m and is 0.12m thick. The pipe excavation is 15m wide and 6m depth. The steel pipe is placed on a 0.4m thick layer of soil backfill, and then soil is compacted around the steel pipe. The wheel load is increased during failure occurs in the soil. Soil backfill behavior has been considered with Mohr-Coulomb Model in analysis. The analysis defines the failure load and the resulting soil and pipe displacement.
{"title":"Numerical Modeling of Buried Pipe under Wheel Loads Using FLAC 3D","authors":"H. Niroumand, K. Kassim, B. Adhami","doi":"10.4018/JGEE.2013010104","DOIUrl":"https://doi.org/10.4018/JGEE.2013010104","url":null,"abstract":"A steel pipe is buried at a shallow depth beneath a roadway. The behavior of steel pipe during wheel load was studied in this paper by FLAC 3D. An analysis is needed to evaluate the effect of wheel loading on the road surface deflection and pipe deformation. The top of the pipe is 1.5m beneath the road surface. The pipe has an outer diameter of 4m and is 0.12m thick. The pipe excavation is 15m wide and 6m depth. The steel pipe is placed on a 0.4m thick layer of soil backfill, and then soil is compacted around the steel pipe. The wheel load is increased during failure occurs in the soil. Soil backfill behavior has been considered with Mohr-Coulomb Model in analysis. The analysis defines the failure load and the resulting soil and pipe displacement.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2013-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"84349843","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Knowledge of passive resistance is extremely important and it is the basic data required for the design of geotechnical structures like the retaining wall moving towards the backfill, the foundations, the anchors etc. An attempt is made to develop a formulation for the evolution of seismic passive resistance of a retaining wall supporting c-F backfill using pseudo-static method. Considering a planar rupture surface, the formulation is developed in such a way so that a single critical wedge surface is generated. The variation of seismic passive earth pressure coefficient are studied for wide range of variation of parameters like angle of internal friction, angle of wall friction, cohesion, adhesion, surcharge, unit weight of the backfill material, height and seismic coefficients.
{"title":"Formulation of Seismic Passive Resistance of Retaining Wall Backfilled with c-F Soil","authors":"Sima Ghosh","doi":"10.4018/JGEE.2012070102","DOIUrl":"https://doi.org/10.4018/JGEE.2012070102","url":null,"abstract":"Knowledge of passive resistance is extremely important and it is the basic data required for the design of geotechnical structures like the retaining wall moving towards the backfill, the foundations, the anchors etc. An attempt is made to develop a formulation for the evolution of seismic passive resistance of a retaining wall supporting c-F backfill using pseudo-static method. Considering a planar rupture surface, the formulation is developed in such a way so that a single critical wedge surface is generated. The variation of seismic passive earth pressure coefficient are studied for wide range of variation of parameters like angle of internal friction, angle of wall friction, cohesion, adhesion, surcharge, unit weight of the backfill material, height and seismic coefficients.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2012-07-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"78424641","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Liquefaction is a devastating effect of earthquakes resulting in sudden decrease in shear strength due to excess pore water pressure generation, resulting in differential settlement of structure, inducing severe damages. Assessment of liquefaction hazard for a given site is important for planning out mitigation works. In this paper the liquefaction susceptibility using deterministic and probabilistic methodologies was assessed and results are presented in terms of liquefaction potential index (LPI) for a nuclear power plant site. The results of this study are explored further in the article.
{"title":"Assessment of Liquefaction Potential Index Using Deterministic and Probabilistic Approaches","authors":"N. James, T. Sitharam, K. Vipin","doi":"10.4018/JGEE.2012070105","DOIUrl":"https://doi.org/10.4018/JGEE.2012070105","url":null,"abstract":"Liquefaction is a devastating effect of earthquakes resulting in sudden decrease in shear strength due to excess pore water pressure generation, resulting in differential settlement of structure, inducing severe damages. Assessment of liquefaction hazard for a given site is important for planning out mitigation works. In this paper the liquefaction susceptibility using deterministic and probabilistic methodologies was assessed and results are presented in terms of liquefaction potential index (LPI) for a nuclear power plant site. The results of this study are explored further in the article.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2012-07-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"74460913","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Collapse of pile-supported structures is still observed in liquefiable soils after most major earthquakes and remains a continuing concern to the geotechnical engineering community. Current methods for pile design in liquefiable soils concentrate on a bending mechanism arising from lateral loads due to inertia and/or soil movement (kinematic loads). Recent investigations demonstrated that a pile or pile group can become laterally unstable (buckling instability/ bifurcation) under the axial load (due to the dead load) alone if the soil surrounding the pile liquefies in an earthquake. This is due to the liquefaction-induced elimination of the soil bracings and the governing mechanism is similar to Euler’s buckling of unsupported struts. Analysed are 26 cases of pile foundation performance in liquefiable soils giving emphasis to the buckling instability using Support Vector Machine (SVM) method. SVM has recently emerged as an elegant pattern recognition tool. This tool has been used to classify pile performance against buckling failure. Each of the case studies reported is represented by four parameters: Effective buckling length of pile (Leff), the allowable load on the pile (P), Euler’s elastic critical load of the pile (Pcr) and minimum radius of gyration of the pile (rmin). The performance of the developed SVM is 100%.
{"title":"Support Vector Classifiers for Prediction of Pile Foundation Performance in Liquefied Ground During Earthquakes","authors":"P. Samui, S. Bhattacharya, T. Sitharam","doi":"10.4018/JGEE.2012070104","DOIUrl":"https://doi.org/10.4018/JGEE.2012070104","url":null,"abstract":"Collapse of pile-supported structures is still observed in liquefiable soils after most major earthquakes and remains a continuing concern to the geotechnical engineering community. Current methods for pile design in liquefiable soils concentrate on a bending mechanism arising from lateral loads due to inertia and/or soil movement (kinematic loads). Recent investigations demonstrated that a pile or pile group can become laterally unstable (buckling instability/ bifurcation) under the axial load (due to the dead load) alone if the soil surrounding the pile liquefies in an earthquake. This is due to the liquefaction-induced elimination of the soil bracings and the governing mechanism is similar to Euler’s buckling of unsupported struts. Analysed are 26 cases of pile foundation performance in liquefiable soils giving emphasis to the buckling instability using Support Vector Machine (SVM) method. SVM has recently emerged as an elegant pattern recognition tool. This tool has been used to classify pile performance against buckling failure. Each of the case studies reported is represented by four parameters: Effective buckling length of pile (Leff), the allowable load on the pile (P), Euler’s elastic critical load of the pile (Pcr) and minimum radius of gyration of the pile (rmin). The performance of the developed SVM is 100%.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2012-07-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"77778269","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Underground structures located in liquefiable soil deposits are susceptible to floatation following an earthquake event due to their lower unit weight relative to the surrounding saturated soil. This inherent buoyancy may cause lightweight structures to float when the soil liquefies. Centrifuge tests have been carried out to study the excess pore pressure generation and dissipation in liquefiable soils. In these tests, near full liquefaction conditions were attained within a few cycles of the earthquake loading. In the case of high hydraulic conductivity sands, significant dissipation could take place even during the earthquake loading which inhibits full liquefaction from occurring. In the case of excess pore pressure generation and dissipation around a floating structure, the cyclic response of the structure may lead to the reduction in excess pore pressure near the face of the structure as compared to the far field. This reduction in excess pore pressure is due to shear-induced dilation and suction pressures arising from extensile stresses at the soil-structure interface. Given the lower excess pore pressure around the structure; the soil around the structure retains a portion of this shear strength which in turn can discourage significant uplift of the underground structure.
{"title":"Excess pore pressures around underground structures following earthquake induced liquefaction","authors":"S. C. Chian, S. Madabhushi","doi":"10.4018/JGEE.2012070103","DOIUrl":"https://doi.org/10.4018/JGEE.2012070103","url":null,"abstract":"Underground structures located in liquefiable soil deposits are susceptible to floatation following an earthquake event due to their lower unit weight relative to the surrounding saturated soil. This inherent buoyancy may cause lightweight structures to float when the soil liquefies. Centrifuge tests have been carried out to study the excess pore pressure generation and dissipation in liquefiable soils. In these tests, near full liquefaction conditions were attained within a few cycles of the earthquake loading. In the case of high hydraulic conductivity sands, significant dissipation could take place even during the earthquake loading which inhibits full liquefaction from occurring. In the case of excess pore pressure generation and dissipation around a floating structure, the cyclic response of the structure may lead to the reduction in excess pore pressure near the face of the structure as compared to the far field. This reduction in excess pore pressure is due to shear-induced dilation and suction pressures arising from extensile stresses at the soil-structure interface. Given the lower excess pore pressure around the structure; the soil around the structure retains a portion of this shear strength which in turn can discourage significant uplift of the underground structure.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2012-07-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"86791378","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Understanding liquefaction and dynamic response of granular soils from a grain scale level has obtained significant attention during the recent times. Discrete Element method has been adopted to understand the particulate nature, but most of the studies have focused on modeling assemblies with spherical particles. But recent researches have indicated that particle shape is significant in estimating the proper strength and dynamic properties of a soil mass. Hence in this study, a series of cyclic undrained tests are performed on three different assemblies consisting of particles with different aspect ratios. The influence of shape on the cyclic strength, dynamic properties like shear modulus, and damping ratio are investigated and presented. The results show that as the particle shape changes from spheres to ellipsoids, there is considerable change in the strength and the dynamic properties.
{"title":"Liquefaction and Dynamic Properties of Assemblies with Particles of Spherical and Ellipsoidal Shapes: A Discrete Element Approach","authors":"S. Kumari, T. Sitharam","doi":"10.4018/JGEE.2012010102","DOIUrl":"https://doi.org/10.4018/JGEE.2012010102","url":null,"abstract":"Understanding liquefaction and dynamic response of granular soils from a grain scale level has obtained significant attention during the recent times. Discrete Element method has been adopted to understand the particulate nature, but most of the studies have focused on modeling assemblies with spherical particles. But recent researches have indicated that particle shape is significant in estimating the proper strength and dynamic properties of a soil mass. Hence in this study, a series of cyclic undrained tests are performed on three different assemblies consisting of particles with different aspect ratios. The influence of shape on the cyclic strength, dynamic properties like shear modulus, and damping ratio are investigated and presented. The results show that as the particle shape changes from spheres to ellipsoids, there is considerable change in the strength and the dynamic properties.","PeriodicalId":42473,"journal":{"name":"International Journal of Geotechnical Earthquake Engineering","volume":null,"pages":null},"PeriodicalIF":0.8,"publicationDate":"2012-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"88120293","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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