RC框架结构整体抗震性能系数与综合反应修正系数研究
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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。
Global seismic performance factors (SPFs) include response modificationcoefficient R, system overstrength factor RSand displacement amplification factorCd. The values of SPFs are fundamentally critical in the specification of designseismic action, in which the R factors are used in the current building codes toestimate strength demands for seismic-force-resisting systems designed using linearmethods. Moreover, the SPFs are also the key parameters to determine the eual-ductility inelastic response spectra in performance-based seismic design.
In order to take into account the influences of different ductility levels ofstructures, the design seismic force is generally determined by the responsemodification factors to reduce the elastic responses under the design intensity. Thisconventional design approach has been widely utilized in seismic codes in theUnited States, Europe, Japan and other countries. However, the values of the SPFsin the current seismic codes all over the world are based largely on judgments ofengineers, so there are significant differences in the values of the SPFs in the codesor standards in different countries. To reasonbaly quantify the SPFs of differentstructures, recently, the FEMA P695report has recommended a methodology forassessing if the structures designed according to the values of the SPFs specified bythe current seismic codes could satisfy the performance objective of collpaseprevention under major earthquakes.
In Chinese seismic codes which had been issued before1978, the seismicdesign forces were established by applying a seismic influence coefficient (thereciprocal of response modification coefficient) to the elastic earthquake forcesunder the design seismic intensity. While since1989, Chinese seismic design codeshave discarded the concept of structural influence coefficient, instead the seismicdesign forces are directly determined by the elastic design response spectrum underminor earthquake. Therefore, many researchers in the mainland of China began tore-think the shortcomings in the current elastic design method and the problem ofthe current seismic design method. The studies on global seismic perfomancefactors of steel structures have been carried out by many researchers, while therelevant research for reinforced concrete structures has been relatively little. Therefore, a thorough research on reasonably quantifying global seismicperformance factors of reinforced concrete frames has been made in thisdissertation. From the viewpoint of the author, the quantification and assessment ofthe global SPFs is not only a key scientific problem in the paradigm transition fromthe elastic seismic design force theory to the ductility-based seismic design forcetheory, but also a basic scientific problem of performance-based seismic design.The solution to this problem will have great both theoretical and realistic meaningsfor improving the science, rationality and economy of seismic design, and furtherfor promoting the applications of performance-based seismic design (PBSD) inChina.
In this dissertation,17RC frame buildings with different fortificationintensities and storeys are designed according to the current Chinese Codes. Thesestructures are modeled and analyzed in the platform OpenSees. By comparison ofthe quasi-static test data in Tsinghua university and the shaking table test data of theauthor’s research group for RC frame structures with the analytical datacorrespondingly, the OpenSees models are verified and validated. For these17RCframes, the values of the “capacity” and the “demand” of the global seismicperformance factors are analyzed by nonlinear static procedures (NSP) andnonlinear dynamic procedures (NDP) respectively. A capacity-demand ratio λ isproposed for deterministically assessing the acceptability of the values of the globalseismic performance factors implicitly adopted by the current design codes.Furthermore, the adjusted collapse margin ratio (ACMR) and the demand-capacity-factor method (DCFM) are jointly utilized to comprehensively evaluate the globalseismic performance factors from the viewpoint of randomness, and the reasonablevalues of structural response modification factors are suggested. Considering thefact that the seismic robustness of damaged structures are rarely accounted for inthe current global seismic performance factors, in this thesis, a comprehensiveresponse modification factor is put forward by introducing seismic robustnessindices for both sidesway and vertical progressive collapse failure modes into theconventional structural response modification factor. In this way, the effects ofprogressive collapse of damaged structures under major earthquakes can beconsidered in seismic design of structures.
The main contents of this dissertation are as follows:
1)17RC frame buildings with different fortification intensities and storeys are designed according to the current Chinese seismic code. The nonlinear finiteelement models of these structures are set up in the platform OpenSees. Throughcomparing with the shaking table test data of RC frame structures performed by theresearch group of the author, and with the quasi-static test data of RC framestructures performed by Tsinghua University, these OpenSees models are verifiedand validated to be adequate to describe the dynamic nonlinear behavior of thestructures in consideration. The analyses of seismic performance are then carriedout for the17RC frames by nonlinear static procedures (NSP) and nonlineardynamic procedures (NDP). On the basis of this, the “capacity” values of the globalseismic performance factors and their variation rules with structural storeys anddesign fortification intensities are analyzed and derived.
2) The seismic performance of the17RC frames is evaluated by the staticcapacity spectrum method, the dynamic capacity spectrum method and the timehistory analysis method, respectively. And then, the “demand” values of the globalseismic performance factors of these17RC frames are evaluated. The concepts andthe formula of capacity-demand ratios for the four seismic performance factors areput forward correspondingly to assess the acceptability of the default values ofthese global seismic performance factors implicit in the current design codes.Furthermore, the seismic influence coefficient curves under minor earthquakes inthe current Chinese seismic code is improved by the “demand” values of responsemodification factors obtained in this thesis.
3) The adjusted collapse margin ratio (ACMR) proposed by FEMA P695andthe demand-capacity-factor method (DCFM) adopted by FEMA350are jointlyutilized to comprehensively evaluate if the consistent probability levels of seismiccollapse and the performance objectives of collapse prevention of the structuresdesign according to the current design codes could be achieved, and toprobabilistically assess the global seismic performance of these structures from theviewpoint of uncertainty. Based on the above analytical study, the recommendedvalues of the response modification factors for RC frame structures are suggested.
4) For the sidesway progressive collapse failure mode of structures, theresistance for sidesway progressive collapse prevention of these RC framestructures is analyzed and evaluated by four kinds of alternative load path (ALP)based approaches, namely, ALP-based pushover method, ALP-based static capacityspectrum method, ALP-based IDA method, and ALP-based DCFM. The reserve load carrying capacities of the damaged structures are evaluated from the viewpointof strength, deformation, and energy dissipation, respectively. The traditionalrobustness indices based on load carrying capacity are extended to the newrobustness indexes based on spectral acceleration and deformation. By introducingthe seismic robustness index RR1for sidesway progressive collapse into theresponse modification factor, the comprehensive response modification factors forRC frame structures considering sidesway progressive collapse modes are derived.
5) For the vertical progressive collapse failure mode of structures, theresistance for vertical progressive collapse prevention of these RC frame structuresis analyzed and evaluated by two kinds of alternative load path (ALP) basedapproaches, namely, ALP-based pushdown method, which considers the effect ofloading scheme for simulating column loss; and ALP-based vertical IDA method,which considers the effect of duration of element removing. The reserve loadcarrying capacity of the damaged structures and the corresponding robustnessindices are analyzed and evaluated for three different limit states: the local yieldlimit state, the global yield limit state, and the global failure limit state. Thesidesway robustness structural index RR1and the vertical robustness index RR2aresimultaneously introduced into the response modification factor, which results inthe comprehensive response modification factor. The improved comprehensiveresponse modification factor can be used to obtain the seismic design forces, and torealize the performance based seismic design which considers the effects ofprogressive collapse failure modes.
Through the study of this dissertation, it has been founded that the RC framesdesigned using the global seismic perfomance factors implied in the currentChinese seismic design code can meet the expected safety goal against collapseunder major earthquakes, however, the global seismic perfomance factors arerelatively conservative, and the reasonable values of the response modificationfactors are suggested. This study will provide theoretical reference for transformingthe elastic seismic design theory under minor earthquakes into the ductility-basedseismic design theory under moderate earthquakes. Meanwhile, based on thecomprehensive response modification factor put forward in this thesis, the sideswayrobustness index and the vertical robustness index can be simultaneouslyconsidered, and the influence of progressive collapse failure modes can be takeninto account in seismic design of structures.
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。
Global seismic performance factors (SPFs) include response modificationcoefficient R, system overstrength factor RSand displacement amplification factorCd. The values of SPFs are fundamentally critical in the specification of designseismic action, in which the R factors are used in the current building codes toestimate strength demands for seismic-force-resisting systems designed using linearmethods. Moreover, the SPFs are also the key parameters to determine the eual-ductility inelastic response spectra in performance-based seismic design.
In order to take into account the influences of different ductility levels ofstructures, the design seismic force is generally determined by the responsemodification factors to reduce the elastic responses under the design intensity. Thisconventional design approach has been widely utilized in seismic codes in theUnited States, Europe, Japan and other countries. However, the values of the SPFsin the current seismic codes all over the world are based largely on judgments ofengineers, so there are significant differences in the values of the SPFs in the codesor standards in different countries. To reasonbaly quantify the SPFs of differentstructures, recently, the FEMA P695report has recommended a methodology forassessing if the structures designed according to the values of the SPFs specified bythe current seismic codes could satisfy the performance objective of collpaseprevention under major earthquakes.
In Chinese seismic codes which had been issued before1978, the seismicdesign forces were established by applying a seismic influence coefficient (thereciprocal of response modification coefficient) to the elastic earthquake forcesunder the design seismic intensity. While since1989, Chinese seismic design codeshave discarded the concept of structural influence coefficient, instead the seismicdesign forces are directly determined by the elastic design response spectrum underminor earthquake. Therefore, many researchers in the mainland of China began tore-think the shortcomings in the current elastic design method and the problem ofthe current seismic design method. The studies on global seismic perfomancefactors of steel structures have been carried out by many researchers, while therelevant research for reinforced concrete structures has been relatively little. Therefore, a thorough research on reasonably quantifying global seismicperformance factors of reinforced concrete frames has been made in thisdissertation. From the viewpoint of the author, the quantification and assessment ofthe global SPFs is not only a key scientific problem in the paradigm transition fromthe elastic seismic design force theory to the ductility-based seismic design forcetheory, but also a basic scientific problem of performance-based seismic design.The solution to this problem will have great both theoretical and realistic meaningsfor improving the science, rationality and economy of seismic design, and furtherfor promoting the applications of performance-based seismic design (PBSD) inChina.
In this dissertation,17RC frame buildings with different fortificationintensities and storeys are designed according to the current Chinese Codes. Thesestructures are modeled and analyzed in the platform OpenSees. By comparison ofthe quasi-static test data in Tsinghua university and the shaking table test data of theauthor’s research group for RC frame structures with the analytical datacorrespondingly, the OpenSees models are verified and validated. For these17RCframes, the values of the “capacity” and the “demand” of the global seismicperformance factors are analyzed by nonlinear static procedures (NSP) andnonlinear dynamic procedures (NDP) respectively. A capacity-demand ratio λ isproposed for deterministically assessing the acceptability of the values of the globalseismic performance factors implicitly adopted by the current design codes.Furthermore, the adjusted collapse margin ratio (ACMR) and the demand-capacity-factor method (DCFM) are jointly utilized to comprehensively evaluate the globalseismic performance factors from the viewpoint of randomness, and the reasonablevalues of structural response modification factors are suggested. Considering thefact that the seismic robustness of damaged structures are rarely accounted for inthe current global seismic performance factors, in this thesis, a comprehensiveresponse modification factor is put forward by introducing seismic robustnessindices for both sidesway and vertical progressive collapse failure modes into theconventional structural response modification factor. In this way, the effects ofprogressive collapse of damaged structures under major earthquakes can beconsidered in seismic design of structures.
The main contents of this dissertation are as follows:
1)17RC frame buildings with different fortification intensities and storeys are designed according to the current Chinese seismic code. The nonlinear finiteelement models of these structures are set up in the platform OpenSees. Throughcomparing with the shaking table test data of RC frame structures performed by theresearch group of the author, and with the quasi-static test data of RC framestructures performed by Tsinghua University, these OpenSees models are verifiedand validated to be adequate to describe the dynamic nonlinear behavior of thestructures in consideration. The analyses of seismic performance are then carriedout for the17RC frames by nonlinear static procedures (NSP) and nonlineardynamic procedures (NDP). On the basis of this, the “capacity” values of the globalseismic performance factors and their variation rules with structural storeys anddesign fortification intensities are analyzed and derived.
2) The seismic performance of the17RC frames is evaluated by the staticcapacity spectrum method, the dynamic capacity spectrum method and the timehistory analysis method, respectively. And then, the “demand” values of the globalseismic performance factors of these17RC frames are evaluated. The concepts andthe formula of capacity-demand ratios for the four seismic performance factors areput forward correspondingly to assess the acceptability of the default values ofthese global seismic performance factors implicit in the current design codes.Furthermore, the seismic influence coefficient curves under minor earthquakes inthe current Chinese seismic code is improved by the “demand” values of responsemodification factors obtained in this thesis.
3) The adjusted collapse margin ratio (ACMR) proposed by FEMA P695andthe demand-capacity-factor method (DCFM) adopted by FEMA350are jointlyutilized to comprehensively evaluate if the consistent probability levels of seismiccollapse and the performance objectives of collapse prevention of the structuresdesign according to the current design codes could be achieved, and toprobabilistically assess the global seismic performance of these structures from theviewpoint of uncertainty. Based on the above analytical study, the recommendedvalues of the response modification factors for RC frame structures are suggested.
4) For the sidesway progressive collapse failure mode of structures, theresistance for sidesway progressive collapse prevention of these RC framestructures is analyzed and evaluated by four kinds of alternative load path (ALP)based approaches, namely, ALP-based pushover method, ALP-based static capacityspectrum method, ALP-based IDA method, and ALP-based DCFM. The reserve load carrying capacities of the damaged structures are evaluated from the viewpointof strength, deformation, and energy dissipation, respectively. The traditionalrobustness indices based on load carrying capacity are extended to the newrobustness indexes based on spectral acceleration and deformation. By introducingthe seismic robustness index RR1for sidesway progressive collapse into theresponse modification factor, the comprehensive response modification factors forRC frame structures considering sidesway progressive collapse modes are derived.
5) For the vertical progressive collapse failure mode of structures, theresistance for vertical progressive collapse prevention of these RC frame structuresis analyzed and evaluated by two kinds of alternative load path (ALP) basedapproaches, namely, ALP-based pushdown method, which considers the effect ofloading scheme for simulating column loss; and ALP-based vertical IDA method,which considers the effect of duration of element removing. The reserve loadcarrying capacity of the damaged structures and the corresponding robustnessindices are analyzed and evaluated for three different limit states: the local yieldlimit state, the global yield limit state, and the global failure limit state. Thesidesway robustness structural index RR1and the vertical robustness index RR2aresimultaneously introduced into the response modification factor, which results inthe comprehensive response modification factor. The improved comprehensiveresponse modification factor can be used to obtain the seismic design forces, and torealize the performance based seismic design which considers the effects ofprogressive collapse failure modes.
Through the study of this dissertation, it has been founded that the RC framesdesigned using the global seismic perfomance factors implied in the currentChinese seismic design code can meet the expected safety goal against collapseunder major earthquakes, however, the global seismic perfomance factors arerelatively conservative, and the reasonable values of the response modificationfactors are suggested. This study will provide theoretical reference for transformingthe elastic seismic design theory under minor earthquakes into the ductility-basedseismic design theory under moderate earthquakes. Meanwhile, based on thecomprehensive response modification factor put forward in this thesis, the sideswayrobustness index and the vertical robustness index can be simultaneouslyconsidered, and the influence of progressive collapse failure modes can be takeninto account in seismic design of structures.
引文
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