By using the finite element method and viscoelastic artificial boundary, a soil-structure interaction system is established to simulate the influence of surface buildings on the seismic response of subway structures. ...By using the finite element method and viscoelastic artificial boundary, a soil-structure interaction system is established to simulate the influence of surface buildings on the seismic response of subway structures. The conditions of different relative positions between ground building and subway structure are analyzed. The result~ indicate that when considering the existence of surface buildings, the relative story displacements and internal forces of subway structures are changed greatly. Further the influence of surface buildings on subway structure changes as the distance increases.展开更多
When the sliding bearing is fixed only at the top of the middle column of the underground structure,the cracks at the side end of the middle plate should be aggravated while the seismic damage of the mid-column should...When the sliding bearing is fixed only at the top of the middle column of the underground structure,the cracks at the side end of the middle plate should be aggravated while the seismic damage of the mid-column should be alleviated.To enhance the seismic performance of the mid-plate,a new isolation design method has been mentioned while the elastic sliding bearings are set at the top of the mid-columns and between the side end of the mid-plate and the side wall at the same time.By establishing a nonlinear finite element analysis model for the static-dynamic coupling interaction system,the seismic response characteristics of the cast-in-place station structure without a sliding bearing have been analyzed and compared with those of the station structure with the sliding bearing fixed only at the top of the middle columns,and those of the station structure with sliding bearing be fixed between the mid-plate and the sidewall at the same time.The results show that the new isolation station structures suffer fewer earthquake damages at the mid-plate and mid-columns at the same time,which can improve the overall seismic performance of the subway station structure.展开更多
A reasonable seismic capacity model is crucial for establishing the seismic performance level system and evaluating the seismic reliability of subway station structures.However,the deterministic structural and geotech...A reasonable seismic capacity model is crucial for establishing the seismic performance level system and evaluating the seismic reliability of subway station structures.However,the deterministic structural and geotechnical mechanical parameters are usually applied to calibrate the seismic performance levels of subway station structures in the traditional seismic capacity analysis,which ignores the stochasticity of the soil-subway station interaction system.To overcome the challenge caused by the stochastic interaction system,the probability space partition method and stochastic pushover analysis method are combined to develop a calibration strategy of seismic performance levels considering the complete probabilistic information of the stochastic interaction system,and the non-parametric probabilistic seismic capacity models of the subway station structure are further established based on the principle of probability conservation in this paper.A subway station is also taken as the prototype to investigate the applicability of the proposed strategy and the influence of system randomness on the seismic capacity of the subway station structure.The results demonstrate that the seismic performance levels calibrated according to the proposed strategy can effectively consider the complete probabilistic information of the interaction system,which are more rigorous than the existing performance levels.Meanwhile,the probability density evolution of the bearing capacity of the subway station structure is essentially a non-stationary stochastic process,and the non-parametric probability density curves of seismic capacity display noticeable multi-peak characteristic.Moreover,the seismic capacity for L_(P1)and L_(P2)levels is more sensitive to the variability of geotechnical parameters above and below the structure,while the former for L_(P3)and L_(P4)levels is more sensitive to that on both sides of the structure.The relevant conclusions can provide some guidance for seismic design and improvement of the performance limits of underground structures in the related codes.展开更多
Structural damages during an earthquake are typically controlled by seismic demands,which are represented by the combination of amplitude of ground motion and cyclic load effects.Since traditional methods normally ass...Structural damages during an earthquake are typically controlled by seismic demands,which are represented by the combination of amplitude of ground motion and cyclic load effects.Since traditional methods normally assume the lognormal distributions of seismic demands and resistance parameters,uncertainties are inevitably induced in the seismic fragility analysis.In this paper,the Copula function and adaptive bandwidth kernel density estimation method(ABKDE)are used to establish a novel multidimensional seismic fragility analysis framework.Based on the results of incremental dynamic analysis for subway station structures,ABKDE is adopted to establish single-parameter seismic fragility curves for both the maximum inter-story drift ratio(MIDR)and cumulated dissipated hysteretic energy(CDHE),respectively.Subsequently,the Copula function is used to formulate a bivariate seismic fragility function considering the correlations among seismic demand measures and establish the corresponding fragility curves.Finally,comparative analyses are conducted to evaluate seismic fragility curves using Copula-based dual and single-parameter damage models as well as the traditional damage models.It is found that the seismic fragility analysis method using the Copula function has the ability to gain a comprehensive consideration of the MIDR and CDHE during the damage process of subway station structures.Moreover,this newly developed seismic fragility analysis framework can capture the influence of the correlation between deformation and energy under various peak ground accelerations on structural damage.Thus,this framework can provide a scientific basis for predicting structural damage in subway stations subjected to varying intensities of ground motion while considering multiple damage indicators.展开更多
Due to the planning of the subway route, it is difficult to avoid crossing soft soil site conditions at subway stations. The seismic response of subway station structures is closely related to the surrounding soil sit...Due to the planning of the subway route, it is difficult to avoid crossing soft soil site conditions at subway stations. The seismic response of subway station structures is closely related to the surrounding soil site. In this paper, centrifuge shaking table tests were designed and carried out for subway station structures at three typical soft soil sites (all-clay site, liquefiable interlayer site, and fully liquefiable site). The test results are as follows. The structure is most severely damaged in all-clay site, while the damage is low in liquefiable interlayer site and fully liquefiable site. For liquefiable sites, site liquefaction results in a lower soil-structure stiffness ratio. Thus liquefiable interlayer site and fully liquefiable site provide a natural seismic isolation system for structures compared to all-clay site. The limits of the inter-story drift ratio of the structure were used to evaluate the post-earthquake performance stages of the model structure in the three sites. In all-clay site, the structure is in the “immediately operational” stage after the loading condition of 0.1g and 0.32g, and in the “reparable operational” stage after the loading condition of 0.52g and 0.72g. In the liquefiable interlayer site and full liquefiable site, the underground structure is in the “normal operational” stage after the loading condition of 0.1g and in the “immediately operational” stage after the loading condition of 0.32g–0.72g.展开更多
基金sponsored by the National Key Technology R&D Program(2006BAC13B02),ChinaSpecial Program for Earthquake Research of CEA (200708003)
文摘By using the finite element method and viscoelastic artificial boundary, a soil-structure interaction system is established to simulate the influence of surface buildings on the seismic response of subway structures. The conditions of different relative positions between ground building and subway structure are analyzed. The result~ indicate that when considering the existence of surface buildings, the relative story displacements and internal forces of subway structures are changed greatly. Further the influence of surface buildings on subway structure changes as the distance increases.
基金financially supported by the National Natural Science Foundation of China(Nos.51778290,51978333)。
文摘When the sliding bearing is fixed only at the top of the middle column of the underground structure,the cracks at the side end of the middle plate should be aggravated while the seismic damage of the mid-column should be alleviated.To enhance the seismic performance of the mid-plate,a new isolation design method has been mentioned while the elastic sliding bearings are set at the top of the mid-columns and between the side end of the mid-plate and the side wall at the same time.By establishing a nonlinear finite element analysis model for the static-dynamic coupling interaction system,the seismic response characteristics of the cast-in-place station structure without a sliding bearing have been analyzed and compared with those of the station structure with the sliding bearing fixed only at the top of the middle columns,and those of the station structure with sliding bearing be fixed between the mid-plate and the sidewall at the same time.The results show that the new isolation station structures suffer fewer earthquake damages at the mid-plate and mid-columns at the same time,which can improve the overall seismic performance of the subway station structure.
基金supports from the National Natural Science Foundation of China(Grant Nos.52178315 and 51578100)the Fundamental Research Funds for the Central Universities(Grant No.3132023504)+1 种基金the Dalian Science and Technology Innovation Fund(Grant No.2022JJ12GX031)the Project of Shenyang Key Laboratory of Safety Evaluation and Disaster Prevention of Engineering Structures(Grant No.S230184).
文摘A reasonable seismic capacity model is crucial for establishing the seismic performance level system and evaluating the seismic reliability of subway station structures.However,the deterministic structural and geotechnical mechanical parameters are usually applied to calibrate the seismic performance levels of subway station structures in the traditional seismic capacity analysis,which ignores the stochasticity of the soil-subway station interaction system.To overcome the challenge caused by the stochastic interaction system,the probability space partition method and stochastic pushover analysis method are combined to develop a calibration strategy of seismic performance levels considering the complete probabilistic information of the stochastic interaction system,and the non-parametric probabilistic seismic capacity models of the subway station structure are further established based on the principle of probability conservation in this paper.A subway station is also taken as the prototype to investigate the applicability of the proposed strategy and the influence of system randomness on the seismic capacity of the subway station structure.The results demonstrate that the seismic performance levels calibrated according to the proposed strategy can effectively consider the complete probabilistic information of the interaction system,which are more rigorous than the existing performance levels.Meanwhile,the probability density evolution of the bearing capacity of the subway station structure is essentially a non-stationary stochastic process,and the non-parametric probability density curves of seismic capacity display noticeable multi-peak characteristic.Moreover,the seismic capacity for L_(P1)and L_(P2)levels is more sensitive to the variability of geotechnical parameters above and below the structure,while the former for L_(P3)and L_(P4)levels is more sensitive to that on both sides of the structure.The relevant conclusions can provide some guidance for seismic design and improvement of the performance limits of underground structures in the related codes.
基金supported by the National Natural Science Foundation of China(Grant Nos.52178315,and 51578100)the Fundamental Research Funds for the Central Universities(Grant No.3132023504)+1 种基金the Dalian Science and Technology Innovation Fund(Grant No.2022JJ12GX031)the Project of Shenyang Key Laboratory of Safety Evaluation and Disaster Prevention of Engineering Structures(Grant No.S230184).
文摘Structural damages during an earthquake are typically controlled by seismic demands,which are represented by the combination of amplitude of ground motion and cyclic load effects.Since traditional methods normally assume the lognormal distributions of seismic demands and resistance parameters,uncertainties are inevitably induced in the seismic fragility analysis.In this paper,the Copula function and adaptive bandwidth kernel density estimation method(ABKDE)are used to establish a novel multidimensional seismic fragility analysis framework.Based on the results of incremental dynamic analysis for subway station structures,ABKDE is adopted to establish single-parameter seismic fragility curves for both the maximum inter-story drift ratio(MIDR)and cumulated dissipated hysteretic energy(CDHE),respectively.Subsequently,the Copula function is used to formulate a bivariate seismic fragility function considering the correlations among seismic demand measures and establish the corresponding fragility curves.Finally,comparative analyses are conducted to evaluate seismic fragility curves using Copula-based dual and single-parameter damage models as well as the traditional damage models.It is found that the seismic fragility analysis method using the Copula function has the ability to gain a comprehensive consideration of the MIDR and CDHE during the damage process of subway station structures.Moreover,this newly developed seismic fragility analysis framework can capture the influence of the correlation between deformation and energy under various peak ground accelerations on structural damage.Thus,this framework can provide a scientific basis for predicting structural damage in subway stations subjected to varying intensities of ground motion while considering multiple damage indicators.
基金supported by the National Key Research and Development Program of China(Grant No.2022YFC3003603)the National Natural Science Foundation of China(Grant No.52078020).
文摘Due to the planning of the subway route, it is difficult to avoid crossing soft soil site conditions at subway stations. The seismic response of subway station structures is closely related to the surrounding soil site. In this paper, centrifuge shaking table tests were designed and carried out for subway station structures at three typical soft soil sites (all-clay site, liquefiable interlayer site, and fully liquefiable site). The test results are as follows. The structure is most severely damaged in all-clay site, while the damage is low in liquefiable interlayer site and fully liquefiable site. For liquefiable sites, site liquefaction results in a lower soil-structure stiffness ratio. Thus liquefiable interlayer site and fully liquefiable site provide a natural seismic isolation system for structures compared to all-clay site. The limits of the inter-story drift ratio of the structure were used to evaluate the post-earthquake performance stages of the model structure in the three sites. In all-clay site, the structure is in the “immediately operational” stage after the loading condition of 0.1g and 0.32g, and in the “reparable operational” stage after the loading condition of 0.52g and 0.72g. In the liquefiable interlayer site and full liquefiable site, the underground structure is in the “normal operational” stage after the loading condition of 0.1g and in the “immediately operational” stage after the loading condition of 0.32g–0.72g.
