RC框架结构整体抗震性能系数与综合反应修正系数研究

发布时间：2019-05-15 14:39

【摘要】：结构整体抗震性能系数（Seismic Perfomance Factors, SPFs）是“结构反应修正系数R”、“整体超强系数RS”和“位移放大系数Cd”的统称，它们是基于承载力抗震设计中确定设计地震力的关键因素，也是基于性能抗震设计中确定等延性非弹性反应谱的主要依据。美国、欧洲和日本等国家的抗震设计规范主要采用结构反应修正系数对设防烈度下的弹性反应进行折减来确定地震力，以考虑不同类型结构延性的影响。但是，目前世界各国抗震设计规范或标准中对抗震性能系数的取值主要都是根据经验确定的，且各规范之间取值的差异很大，因此，为了合理量化结构整体抗震性能系数，美国的FEMA P695提出了一套科学合理的概率抗震性能评定方法来评定按现行抗震规范规定的整体抗震性能系数所设计的结构能否满足预期的抗倒塌性能目标。我国1978年以前的抗震规范是通过结构影响系数（即结构反应修正系数的倒数）折减设防烈度下的弹性地震力来定义设计地震作用的。但是，在1989年以后修订的三个版本的抗震规范中，都摈弃了结构影响系数的概念，转而采用众值烈度（小震）下的弹性设计反应谱直接计算总的水平地震作用标准值。为此，国内很多学者对现行抗震规范的小震地震力理论和小震弹性设计法开始进行反思，针对钢结构的整体抗震性能系数进行了较为深入的研究，但是对于钢筋混凝土结构整体抗震性能系数的研究则相对较少。所以系统深入地研究钢筋混凝土结构整体抗震性能系数的量化与评定，是由弹性设计力向延性设计地震力转变的关键科学问题，也是基于性能的抗震设计理论的重要基础性问题。该问题的解决对于提高我国工程结构抗震设计的科学性、合理性和经济性，尽快促进性能设计理论在我国的应用步伐具有重要的理论意义和现实意义。本文以量大面广的钢筋混凝土框架结构为研究对象，考虑不同设防烈度，严格按现行抗震规范设计了17个具有不同层数的典型钢筋混凝土框架结构，采用OpenSees进行有限元建模与分析，采用课题组的振动台试验数据和清华大学的试验数据进行验证；针对所设计的典型结构，分别采用非线性静力方法和非线性动力方法对其整体抗震性能系数的需求值和能力值进进行了系统深入的分析，采用能力需求比的概念从确定性的角度对整体抗震性能系数进行了评定，并联合应用调整倒塌裕度比和位移需求能力系数法从随机性的角度对抗震性能系数的合理取值进行了综合概率评定，最终给出了其建议取值。由于目前国内外对于抗震性能系数的研究很少考虑损伤结构连续倒塌的鲁棒性，为此，本文在传统的结构反应修正系数基础上，进一步提出结构“综合反应修正系数”的概念，通过引入抗震鲁棒性系数对损伤结构的抗震性能进行评价，从而实现在抗震设计中考虑地震作用下结构连续倒塌的影响。本文的主要研究内容如下： 1）按照我国现行抗震设计规范，考虑不同设防烈度，设计了17个不同层数的RC框架结构，基于地震工程模拟平台OpenSees，建立了17个结构的非线性有限元模型。通过与结构振动台试验以及结构拟静力倒塌试验的对比分析，验证了本文OpenSees模型的正确性与分析结果的准确性。在此基础上，，分别采用非线性静力方法和非线性动力方法，对所设计的RC框架结构进行分析，得到“临界倒塌状态”时结构整体抗震性能系数的能力值及其变化规律。 2）分别采用静力能力谱方法、动力能力谱方法和时程分析方法，对所设计的RC框架结构进行分析，得到了不同强度需求谱作用下结构整体抗震性能系数的需求值。提出了结构抗震性能系数能力需求比的概念和计算方法，从确定性的角度对我国抗震规范所隐含的RC框架结构的抗震性能系数进行了评定。在此基础上，进一步采用本文得到的罕遇地震作用下结构反应修正系数的需求值，对我国抗震规范中给出的多遇地震影响系数曲线进行了修正。 3）联合应用调整倒塌裕度比(Adjusted Collapse Margin Ratio, ACMR)和位移需求能力系数法（Demand and Capacity Factor Method, DCFM），对所设计的结构是否具有一致的抗倒塌概率风险水准和结构能否满足“临界倒塌”性能目标进行了综合评定，从不确定性的角度对RC框架结构的整体抗震性能系数进行了概率评定，并给出了结构反应修正系数的建议取值。 4）针对“侧向连续倒塌”失效模式，采用基于备用荷载路径的Pushover方法、静力能力谱方法、IDA方法和位移需求能力系数法，分别从强度、耗能以及变形的角度，对所设计结构的抗侧向连续倒塌能力进行了研究，并将基于承载力的鲁棒性指标分别拓展到基于谱加速度和变形的鲁棒性指标。通过结构抗侧向连续倒塌鲁棒性系数对结构反应修正系数进行修正，得到了考虑侧向连续倒塌失效模式的结构综合反应修正系数。 5）针对“竖向连续倒塌”失效模式，采用考虑构件失效加载方案的Pushdown分析方法和考虑构件失效时长的竖向IDA分析方法，分析了损伤结构在初始屈服状态、整体屈服状态和承载能力极限状态时的抗竖向连续倒塌能力，并得到了其相应的抗竖向连续倒塌鲁棒性指标。采用竖向连续倒塌鲁棒性系数，进一步对结构综合反应修正系数进行了修正。在此基础上，采用结构综合反应修正系数来得到结构的设计地震作用，实现了在抗震设计中考虑结构连续倒塌失效模式的影响。通过上述内容的研究，本文发现：采用现行抗震规范所隐含的结构整体抗震性能系数所设计的结构能够满足预期的抗倒塌性能目标，但是结构整体抗震性能系数取值比较保守，本文给出了结构反应修正系数的建议取值，从而为促进我国抗震规范从小震弹性设计向中震延性设计和性能设计理论在我国抗震规范中的应用提供了理论参考。同时，本文提出的结构综合反应修正系数，可以统一考虑结构抗侧向连续倒塌和抗竖向连续倒塌鲁棒性的影响，从而可以实现在抗震设计中考虑结构连续倒塌的影响。
[Abstract]:The overall seismic performance factor (SPFs) of the structure is the general name of the "Structural response correction factor R", the "overall super-strong coefficient (RS)" and the "displacement amplification factor Cd". They are the key factors to determine the design earthquake force based on the seismic design of the bearing capacity, and also the main basis for determining the non-elastic response spectrum of the isoductility based on the performance anti-seismic design. The seismic design code of the countries such as the United States, Europe and Japan mainly uses the structural response correction factor to reduce the elastic response under the fortification intensity to determine the seismic force to take into account the shadow of the ductility of different types of structures. in that present world, however, the value of the seismic performance coefficient in the national seismic design code or standard of the world is mainly determined according to the experience, and the difference between the specifications is great, and therefore, in order to reasonably quantify the overall seismic performance of the structure, The number of FEMA P695 in the United States has put forward a scientific and reasonable probability-seismic performance evaluation method to evaluate whether the structure designed by the overall seismic performance coefficient specified in the current anti-seismic code can meet the expected anti-collapse performance. The seismic code before 1978 is defined by the structural influence coefficient (that is, the reciprocal of the structural response correction coefficient) and the elastic seismic force under the seismic fortification intensity to define the design earthquake. However, in the three versions of the anti-seismic code revised later in 1989, the concept of the structural influence coefficient is abandoned, and the total horizontal seismic effect is directly calculated by using the elastic design response spectrum under the mode of the public value intensity (small earthquake). For this reason, a lot of domestic scholars have made a reflection on the existing seismic force theory and the small-shock elastic design method of the current anti-seismic code, and the overall anti-seismic performance coefficient of the steel structure is in-depth. The research of the overall seismic performance coefficient of the reinforced concrete structure Therefore, the quantitative and evaluation of the overall seismic performance coefficient of the reinforced concrete structure is studied in-depth, which is the key scientific problem of the transformation of the elastic design force to the ductility design earthquake force, and is also an important basis of the performance-based seismic design theory. The solution of this problem is the scientific, reasonable and economical to improve the seismic design of the engineering structure in China. It is of great theoretical significance and present to promote the performance design theory as soon as possible in our country's application. In this paper, we design 17 typical reinforced concrete frame structures with different number of layers, and use OpenSees to carry out the finite element method. The model and analysis are carried out by using the vibration table test data of the research group and the test data of the Tsinghua University; for the typical structure designed, the demand value and the capability value of the integral anti-seismic performance coefficient are introduced into the system by using the nonlinear static method and the nonlinear dynamic method, respectively. In-depth analysis, the concept of capacity demand ratio is used to evaluate the overall anti-seismic performance coefficient from the definite angle, and the reasonable value of the anti-seismic performance coefficient is integrated by the combination of the adjustment collapse margin ratio and the displacement demand capacity coefficient method. The probability rating is finally given. In this paper, the robustness of the continuous collapse of the damage structure is seldom considered for the research of the seismic performance coefficient at home and abroad, and the structure is further proposed based on the traditional structural response correction factors. The concept of k> is introduced, and the seismic performance of the damaged structure is evaluated by introducing the anti-seismic robustness coefficient, so that the structure continuity under the earthquake action is considered in the anti-seismic design. The effect of the collapse. The content of the study is as follows:1) According to the current seismic design code in China, we have designed 17 RC frame structures with different levels, based on the seismic engineering simulation platform, OpenSees, and established 17 structures. The correctness of the OpenSees model in this paper is verified by the comparison and analysis of the structure vibration table test and the structure quasi-static collapse test. On the basis of this, the nonlinear static method and the nonlinear dynamic method are used to analyze the RC frame structure and obtain the overall seismic performance coefficient of the structure at the time of the "critical collapse state". 2) The static capacity spectrum method, the power capability spectrum method and the time history analysis method are respectively used for analyzing the designed RC frame structure, and the structure is obtained under the action of different intensity demand spectrum. The paper puts forward the concept and calculation method of the capacity demand ratio of the structural anti-seismic performance coefficient, and from the certainty angle to the RC frame structure implied by the anti-seismic code of China. The seismic performance coefficient is evaluated. On the basis of this, the demand value of the structural reaction correction coefficient under the effect of the rare earthquake in this paper is further adopted, and the multi-meeting earthquake is given in the seismic code of China. The influence coefficient curve is modified.3) The combined application adjusts the collapse margin ratio (ACMR) and the displacement demand capacity factor method (DCFM) to determine whether the designed structure has a consistent risk level and structure of anti-collapse probability and whether the structure meets the "trunk>" critical collection " The performance objective is comprehensively evaluated, and the overall anti-seismic performance coefficient of the RC frame structure is evaluated from the angle of uncertainty and given. The proposed value of the structural response correction factor (4) is based on the "lateral continuous collapse" failure mode, and adopts the Pushover method based on the backup load path, the static capacity spectrum method, the IDA method and the displacement demand capacity coefficient method, and the designed structure is respectively obtained from the angle of the strength, the energy consumption and the deformation, The anti-lateral continuous collapse capability is studied, and the robustness index based on the bearing capacity is expanded to Robustness index based on spectral acceleration and deformation is obtained. The structural response correction coefficient is modified by the structure anti-lateral continuous collapse robustness coefficient, and the side-to-side continuous collapse is obtained. In view of the failure mode of the "vertical continuous collapse", a Pashdown analysis method considering the failure loading scheme of the component and a vertical IDA analysis method considering the failure time of the component are adopted to analyze the damage structure in the initial yield state, the overall yield state and the bearing. The ability to resist vertical continuous collapse when the capacity is in a limit state and is obtained and the corresponding anti-vertical continuous collapse robustness index is adopted, and the vertical continuous collapse robustness coefficient is adopted, In this paper, the comprehensive response correction coefficient of the structure is modified. On this basis, the structure synthesis reaction correction coefficient is adopted to obtain the structure design earthquake action, and the seismic design is realized. The effect of the failure mode of the continuous collapse of the structure is considered in this paper. Through the research of the above-mentioned contents, it is found that the structure designed by using the overall seismic performance coefficient of the structure implied by the current anti-seismic code can meet the expected anti-collapse performance target. However, the value of the overall seismic performance coefficient of the structure is more conservative, and the recommended value of the structural response correction coefficient is given in this paper, so as to promote the design and performance of the shock-resistant standard from the small earthquake to the middle-shock ductility design and the performance design. In this paper, the theoretical reference for the application of the seismic code in China is provided. At the same time, the influence of the structure's anti-lateral continuous collapse and the robustness of the anti-vertical continuous collapse can be considered in a unified way, and the influence of the structure's anti-lateral continuous collapse and the robustness of the anti-vertical continuous collapse can be considered in a unified way, so that the
【学位授予单位】：哈尔滨工业大学
【学位级别】：博士
【学位授予年份】：2013
【分类号】：TU352.11;TU375.4

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