带转换高层框架结构基于变形和损伤的抗震性能评估方法研究
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摘要
随着我国经济高速发展，为了满足建筑功能多样化的要求，出现大量带转换层的竖向不规则结构。由于钢-混凝土组合构件具有优越的力学性能，广泛应用于带转换层的建筑结构中，以达到提高转换结构抗震性能的目的。在本文分析算例中，带转换高层框架结构主要采用钢管混凝土柱和型钢混凝土梁作为转换构件。震害调查和分析研究表明，强震下带转换层竖向不规则结构的变形集中与能量积聚出现在转换层处，在转换层及其相邻楼层处形成层侧移破坏机制，引起结构发生局部或整体倒塌破坏。即使严格按照规范进行抗震设计，在强震下结构进入弹塑性状态后，以单一变形性能指标进行的抗震设计，也不能有效地控制带转换层竖向不规则结构的地震损伤破坏。针对上述问题，考虑到结构破坏与最大变形和累积滞回耗能相关，提出基于变形(结构最大层间位移角)和损伤(结构整体损伤指数)的双系统抗震性能评估方法，弥补采用单一抗震性能评估指标的缺陷。从地震易损性层面上，评估带转换层竖向不规则这类结构的抗震可靠性。
本文主要开展以下几个方面的研究工作：
(1)出于结构破坏实质是地震输入能量超过结构所能消耗能量的考虑，对带转换高层框架结构累积滞回耗能分布进行研究。对比分析在不同地震动作用下结构最大层位移角和地震损伤分布是否一致。研究表明采用单一的变形指标，不能全面地评估带转换层竖向不规则结构的抗震性能，有必要建立基于变形和损伤的双系统抗震性能评估方法。
(2)基于变形和损伤的双系统抗震性能评估方法是建立在地震易损性分析的基础上，地震动强度参数选取的合理性，直接影响结构地震易损性分析的正确性。根据大量动力非线性时程分析结果，对各个地震动强度参数与结构最大地震响应进行对数线性回归分析，以相关系数、标准差、线性回归方程斜率作为参数选取指标，选取出与结构地震响应关系最密切的地震动强度参数，为以变形和损伤为性能指标的地震易损性评估方法研究提供合理的地震动强度参数。
(3)由于采用单一地震动强度参数不能充分地反映地震动特性对结构易损性的影响，因此在完成地震动强度参数选取研究的基础上，以结构最大层间位移角为性能指标，考虑地震动三要素中振幅和频谱特性的影响，进行能够考虑多个地震动特性参数的地震易损性曲面分析，建立基于变形的地震易损性评估方法。计算分析表明，基于结构最大层间位移角的地震易损性分析，低估了带转换高层框架结构发生重度损伤破坏的概率，有必要补充以损伤为指标的地震易损性评估方法。
(4)在以损伤为性能指标的地震易损性评估方法中，结构整体损伤指数是通过结构构件损伤指数推算出来，因此首先需要对结构构件的地震损伤模型进行研究。由于带转换高层框架结构中，采用钢管混凝土柱和型钢混凝土梁作为转换构件，综合考虑损伤模型研究现状和钢-混凝土组合构件滞回特性后，首先，选取和修正基于累积滞回耗能的Kratzig损伤模型，用于钢管混凝土柱的地震损伤评估。然后，利用基于累积滞回耗能的梁柱损伤比，推算出型钢混凝土转换梁的损伤指数。最后，通过一系列组合构件的抗震性能试验，校验修正的Kratzig损伤模型和基于梁柱损伤比的推算方法是正确与合理。
(5)在完成构件地震损伤模型修正与校验后，探究从构件层次到楼层层次、结构整体层次的损伤演化过程，建立以结构整体损伤指数为性能指标的地震易损性评估方法，用于带转换高层框架结构的抗震可靠性评估。在构件损伤推算出楼层损伤过程中，采用引入构件重要性系数的加权组合方式进行计算。在楼层损伤推算出结构整体损伤过程中，提出了基于累积滞回耗能的楼层损伤分布系数，合理地简化从楼层损伤指数到结构整体损伤指数的计算过程。计算分析表明，基于结构整体损伤指数的地震易损性曲面分析，能较合理地评估带转换高层框架结构发生重度损伤破坏的概率。
(6)构建基于变形和损伤的双系统抗震性能评估方法，系统介绍该评估方法的实现步骤。将基于双系统的抗震性能评估方法应用到带转换高层框架结构的抗震可靠性分析中，并且分别从结构整体损伤和构件损伤两个方面，评估带转换高层框架结构的抗震性能。结构整体损伤评估表明，当结构处于基本完好和轻度损伤破坏状态时，评估主控参数可以采用结构最大层位移角。当结构处于中度和重度损伤破坏状态时，评估主控参数可以采用结构整体损伤指数。结构构件损伤评估表明，强震下带转换高层框架结构损伤破坏集中发生在底层与转换层的钢管混凝土柱和钢筋混凝土框架梁上。随地震动强度增大，钢管混凝土柱损伤加剧。最终，由于结构底层与转换层发生严重的损伤破坏引起结构发生整体破坏。
With the rapid economic development in China, the vertical irregular structures withtransfer story have become one trend of high-rise building for meeting the requirement ofmultifunctional building structure. The steel-concrete composite components are commonlyapplied to the building with transfer story due to their good mechanical properties. In the casestudy of this paper, the concrete filled steel tube (CFST) columns and steel reinforcedconcrete (SRC) beams are adopted as the transfer component to improve the seismicperformances of frame structure with transfer story. But the seismic damage investigationsand researches show that the vertical irregular structures with transfer story may fail easilyunder earthquake excitations because abrupt changes of the vertical stiffness causedeformation concentration and energy accumulation at transfer stories. The soft story orcolumn-hinging failure occurring in the vicinity of transfer stories may induce local or globalcollapse of the structure. Although the building with transfer story is designed strictly on thecode for seismic design, when the building is in elastic-plastic state under strong earthquakeexcitation, the seismic damage of the vertical irregular structure with transfer story can’t becontrolled effectively according to the seismic design using the single performance indexbased on the deformation. To solve these problems, considering that the damage of thebuildings are closely related to maximum deformation and cumulative hysteretic energy, aseismic performance assessment method based on deformations (inter-story drift angle of thestructural system) and damages (cumulative hysteretic energy) from structural components tostructural system is proposed to overcome the deficiency of the seismic design using thesingle performance index. The seismic reliability of the vertical irregular structure can beevaluated on the basis of the seismic fragility analysis.
The main researches and conclusions are as follow:
(1) Considering that the essence of the structure damage is the earthquake input energylarger than energy which the structure can consume, the distribution of cumulative hystereticenergy of the frame structure with transfer story is investigated. The comparison between thedistribution of inter-story drift angle and cumulative hysteretic energy is conducted to identifythe deficiency of the seismic design using the single performance index and provide basis for establishing the dual system of seismic performance assessment method based on thedeformation and damage.
(2) The seismic performance assessment method based on the deformation and damageis established on the seismic fragility analysis. The validity of seismic fragility analysis isaffected by the rationality of the ground motion intensity parameter selection. Based on thenonlinear time history analysis results, the log-linear regression analyses between variousground motion intensity parameters and maximum seismic responses of the structure arecarried out. The ground motion intensity parameters, which are mostly related with thestructural seismic responses, are selected according to the correlation coefficient, standarddeviation and regression coefficient. The reasonable ground motion intensity parameter can beprovided to the study on the seismic fragility assessment method based on deformation indexand damage index.
(3) Because the influence of the ground motion characteristics on the seismic fragility ofthe structure can’t be reflected sufficiently when the single ground motion intensity parameteris adopted. In order to consider the influence of more ground motion characteristic parameterson the seismic fragility, the seismic fragility surface analysis is conducted on the basis of thestudy on the ground motion intensity parameter selection. The deformation-based (themaximum inter-story drift angle) seismic fragility assessment method is established. Theresults show that the exceedance probability of the frame structure with transfer story insevere damage state is underestimated by the deformation-based seismic fragility analysis. Itis necessary to establish the damage-based seismic fragility assessment method to compensatefor the shortcomings.
(4) In the damage-based seismic fragility assessment method, the damage index ofoverall structure is calculated by the damage indices of structural components. Therefore, theseismic damages of structural components will be evaluated firstly. The CFST columns andSRC beam are adopted as transfer components in the frame structure with transfer story.Considering the state-of-art of the damage model and the hysteretic characteristics ofsteel-concrete composite components, an energy-based damage index model proposed byKratzig is selected and modified to evaluate the seismic damages of CFST column. Thedamage index of SRC beam can be calculated through the ratio of the cumulative hysteretic energy of beam to the cumulative hysteretic energy of column. The validity of the modifieddamage index model and the calculation method based on the ratio of the beam damage to thecolumn damage will be verified by some published experiments.
(5) Based on the verification of the modified damage index model for structuralcomponent, the damage evolution from the structural component to the story and the overallstructure is investigated. The damage-based (the damage index of overall structure) seismicfragility assessment method is established. In the damage evolution from the structuralcomponent to the story, the weighting method considering the importance coefficient ofstructural component is adopted to calculate the damage index of the story. In the damageevolution from the story to the overall structure, the damage distribution coefficient of storybased on the cumulative hysteretic energy is proposed to simplify the calculation process ofthe damage index of the overall structure. The results show that the exceedance probability ofthe frame structure with transfer story in severe damage state can be evaluated adequately bythe damage-based seismic fragility analysis.
(6) The seismic performance assessment system based on the deformation and damage isconstructed. The analysis steps of the new seismic performance assessment method aresummarized. The dual system of seismic performance assessment method will be applied toevaluating the seismic reliability of the frame structure with transfer story. The seismicperformances of frame structure with transfer story can be assessed from the damage of theoverall structure and structural component respectively. The results show that the maximuminter-story drift angle can be adopted as the main evaluation parameter when the structure isin complete state or slight damage state. The damage index of overall structure can be adoptedas the main evaluation parameter when the structure is in moderate or severe damage states.The damage evaluation shows the seismic damages of the frame structure with transfer storyconcentrate on the CFST columns and RC beams in the first and transfer story. The damagesof the CFST columns are aggravated with the increase of seismic intensity. The severedamage occurring in the first and transfer story induces the global collapse of the structure.
本文主要开展以下几个方面的研究工作：
(1)出于结构破坏实质是地震输入能量超过结构所能消耗能量的考虑，对带转换高层框架结构累积滞回耗能分布进行研究。对比分析在不同地震动作用下结构最大层位移角和地震损伤分布是否一致。研究表明采用单一的变形指标，不能全面地评估带转换层竖向不规则结构的抗震性能，有必要建立基于变形和损伤的双系统抗震性能评估方法。
(2)基于变形和损伤的双系统抗震性能评估方法是建立在地震易损性分析的基础上，地震动强度参数选取的合理性，直接影响结构地震易损性分析的正确性。根据大量动力非线性时程分析结果，对各个地震动强度参数与结构最大地震响应进行对数线性回归分析，以相关系数、标准差、线性回归方程斜率作为参数选取指标，选取出与结构地震响应关系最密切的地震动强度参数，为以变形和损伤为性能指标的地震易损性评估方法研究提供合理的地震动强度参数。
(3)由于采用单一地震动强度参数不能充分地反映地震动特性对结构易损性的影响，因此在完成地震动强度参数选取研究的基础上，以结构最大层间位移角为性能指标，考虑地震动三要素中振幅和频谱特性的影响，进行能够考虑多个地震动特性参数的地震易损性曲面分析，建立基于变形的地震易损性评估方法。计算分析表明，基于结构最大层间位移角的地震易损性分析，低估了带转换高层框架结构发生重度损伤破坏的概率，有必要补充以损伤为指标的地震易损性评估方法。
(4)在以损伤为性能指标的地震易损性评估方法中，结构整体损伤指数是通过结构构件损伤指数推算出来，因此首先需要对结构构件的地震损伤模型进行研究。由于带转换高层框架结构中，采用钢管混凝土柱和型钢混凝土梁作为转换构件，综合考虑损伤模型研究现状和钢-混凝土组合构件滞回特性后，首先，选取和修正基于累积滞回耗能的Kratzig损伤模型，用于钢管混凝土柱的地震损伤评估。然后，利用基于累积滞回耗能的梁柱损伤比，推算出型钢混凝土转换梁的损伤指数。最后，通过一系列组合构件的抗震性能试验，校验修正的Kratzig损伤模型和基于梁柱损伤比的推算方法是正确与合理。
(5)在完成构件地震损伤模型修正与校验后，探究从构件层次到楼层层次、结构整体层次的损伤演化过程，建立以结构整体损伤指数为性能指标的地震易损性评估方法，用于带转换高层框架结构的抗震可靠性评估。在构件损伤推算出楼层损伤过程中，采用引入构件重要性系数的加权组合方式进行计算。在楼层损伤推算出结构整体损伤过程中，提出了基于累积滞回耗能的楼层损伤分布系数，合理地简化从楼层损伤指数到结构整体损伤指数的计算过程。计算分析表明，基于结构整体损伤指数的地震易损性曲面分析，能较合理地评估带转换高层框架结构发生重度损伤破坏的概率。
(6)构建基于变形和损伤的双系统抗震性能评估方法，系统介绍该评估方法的实现步骤。将基于双系统的抗震性能评估方法应用到带转换高层框架结构的抗震可靠性分析中，并且分别从结构整体损伤和构件损伤两个方面，评估带转换高层框架结构的抗震性能。结构整体损伤评估表明，当结构处于基本完好和轻度损伤破坏状态时，评估主控参数可以采用结构最大层位移角。当结构处于中度和重度损伤破坏状态时，评估主控参数可以采用结构整体损伤指数。结构构件损伤评估表明，强震下带转换高层框架结构损伤破坏集中发生在底层与转换层的钢管混凝土柱和钢筋混凝土框架梁上。随地震动强度增大，钢管混凝土柱损伤加剧。最终，由于结构底层与转换层发生严重的损伤破坏引起结构发生整体破坏。
With the rapid economic development in China, the vertical irregular structures withtransfer story have become one trend of high-rise building for meeting the requirement ofmultifunctional building structure. The steel-concrete composite components are commonlyapplied to the building with transfer story due to their good mechanical properties. In the casestudy of this paper, the concrete filled steel tube (CFST) columns and steel reinforcedconcrete (SRC) beams are adopted as the transfer component to improve the seismicperformances of frame structure with transfer story. But the seismic damage investigationsand researches show that the vertical irregular structures with transfer story may fail easilyunder earthquake excitations because abrupt changes of the vertical stiffness causedeformation concentration and energy accumulation at transfer stories. The soft story orcolumn-hinging failure occurring in the vicinity of transfer stories may induce local or globalcollapse of the structure. Although the building with transfer story is designed strictly on thecode for seismic design, when the building is in elastic-plastic state under strong earthquakeexcitation, the seismic damage of the vertical irregular structure with transfer story can’t becontrolled effectively according to the seismic design using the single performance indexbased on the deformation. To solve these problems, considering that the damage of thebuildings are closely related to maximum deformation and cumulative hysteretic energy, aseismic performance assessment method based on deformations (inter-story drift angle of thestructural system) and damages (cumulative hysteretic energy) from structural components tostructural system is proposed to overcome the deficiency of the seismic design using thesingle performance index. The seismic reliability of the vertical irregular structure can beevaluated on the basis of the seismic fragility analysis.
The main researches and conclusions are as follow:
(1) Considering that the essence of the structure damage is the earthquake input energylarger than energy which the structure can consume, the distribution of cumulative hystereticenergy of the frame structure with transfer story is investigated. The comparison between thedistribution of inter-story drift angle and cumulative hysteretic energy is conducted to identifythe deficiency of the seismic design using the single performance index and provide basis for establishing the dual system of seismic performance assessment method based on thedeformation and damage.
(2) The seismic performance assessment method based on the deformation and damageis established on the seismic fragility analysis. The validity of seismic fragility analysis isaffected by the rationality of the ground motion intensity parameter selection. Based on thenonlinear time history analysis results, the log-linear regression analyses between variousground motion intensity parameters and maximum seismic responses of the structure arecarried out. The ground motion intensity parameters, which are mostly related with thestructural seismic responses, are selected according to the correlation coefficient, standarddeviation and regression coefficient. The reasonable ground motion intensity parameter can beprovided to the study on the seismic fragility assessment method based on deformation indexand damage index.
(3) Because the influence of the ground motion characteristics on the seismic fragility ofthe structure can’t be reflected sufficiently when the single ground motion intensity parameteris adopted. In order to consider the influence of more ground motion characteristic parameterson the seismic fragility, the seismic fragility surface analysis is conducted on the basis of thestudy on the ground motion intensity parameter selection. The deformation-based (themaximum inter-story drift angle) seismic fragility assessment method is established. Theresults show that the exceedance probability of the frame structure with transfer story insevere damage state is underestimated by the deformation-based seismic fragility analysis. Itis necessary to establish the damage-based seismic fragility assessment method to compensatefor the shortcomings.
(4) In the damage-based seismic fragility assessment method, the damage index ofoverall structure is calculated by the damage indices of structural components. Therefore, theseismic damages of structural components will be evaluated firstly. The CFST columns andSRC beam are adopted as transfer components in the frame structure with transfer story.Considering the state-of-art of the damage model and the hysteretic characteristics ofsteel-concrete composite components, an energy-based damage index model proposed byKratzig is selected and modified to evaluate the seismic damages of CFST column. Thedamage index of SRC beam can be calculated through the ratio of the cumulative hysteretic energy of beam to the cumulative hysteretic energy of column. The validity of the modifieddamage index model and the calculation method based on the ratio of the beam damage to thecolumn damage will be verified by some published experiments.
(5) Based on the verification of the modified damage index model for structuralcomponent, the damage evolution from the structural component to the story and the overallstructure is investigated. The damage-based (the damage index of overall structure) seismicfragility assessment method is established. In the damage evolution from the structuralcomponent to the story, the weighting method considering the importance coefficient ofstructural component is adopted to calculate the damage index of the story. In the damageevolution from the story to the overall structure, the damage distribution coefficient of storybased on the cumulative hysteretic energy is proposed to simplify the calculation process ofthe damage index of the overall structure. The results show that the exceedance probability ofthe frame structure with transfer story in severe damage state can be evaluated adequately bythe damage-based seismic fragility analysis.
(6) The seismic performance assessment system based on the deformation and damage isconstructed. The analysis steps of the new seismic performance assessment method aresummarized. The dual system of seismic performance assessment method will be applied toevaluating the seismic reliability of the frame structure with transfer story. The seismicperformances of frame structure with transfer story can be assessed from the damage of theoverall structure and structural component respectively. The results show that the maximuminter-story drift angle can be adopted as the main evaluation parameter when the structure isin complete state or slight damage state. The damage index of overall structure can be adoptedas the main evaluation parameter when the structure is in moderate or severe damage states.The damage evaluation shows the seismic damages of the frame structure with transfer storyconcentrate on the CFST columns and RC beams in the first and transfer story. The damagesof the CFST columns are aggravated with the increase of seismic intensity. The severedamage occurring in the first and transfer story induces the global collapse of the structure.
引文
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