基于IDA和易损性分析的RC框架结构底层柱端弯矩增大系数
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摘要
为研究RC框架底层柱上下端弯矩增大系数的合理取值与该系数取值的合理性,设计6栋具有不同柱端弯矩增大系数、不同设防烈度的框架结构进行增量动力分析,输入10条地震波,得到各结构模型的IDA曲线。在此基础上,通过定义不同的烈度水平,得到各结构的易损性曲线与倒塌破坏概率。结果表明:按照现行规范设计的7度设防与8度设防框架可以满足大震不倒的设防要求;若将梁柱节点与底层柱下端弯矩增大系数的取值分别提升至1.5与1.8,可使框架在特大地震作用下发生倒塌的概率降低至可接受范围之内。
In order to study the reasonable value of the bottom column end moment amplification factor of the RC frame structure and the rationality of the value of this factor according to the current codes,six RC frame structure models were designed with various column end moment amplification factors and fortification intensity.The models were analyzed based on incremental dynamic analysis by inputting 10 seismic waves to obtain the IDA curves of the structures.On the basis of the IDA,different intensity levels were defined,and the fragility curves and the failure probability of collapse of each structure were obtained.The results shows that the RC frame structure at 7 or 8 degree fortification in accordance with the current codes can satisfy the fortification reqirements for"No Collapsing in the Strong Earthquake";when the values of column end moment amplification factor and the beam column joint are raised to 1.5 and 1.7 respectively,the probability of collapse under the large earthquakes will be acceptable.
In order to study the reasonable value of the bottom column end moment amplification factor of the RC frame structure and the rationality of the value of this factor according to the current codes,six RC frame structure models were designed with various column end moment amplification factors and fortification intensity.The models were analyzed based on incremental dynamic analysis by inputting 10 seismic waves to obtain the IDA curves of the structures.On the basis of the IDA,different intensity levels were defined,and the fragility curves and the failure probability of collapse of each structure were obtained.The results shows that the RC frame structure at 7 or 8 degree fortification in accordance with the current codes can satisfy the fortification reqirements for"No Collapsing in the Strong Earthquake";when the values of column end moment amplification factor and the beam column joint are raised to 1.5 and 1.7 respectively,the probability of collapse under the large earthquakes will be acceptable.
引文
[1]GB/T 50011-2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB/T 50011-2010 Code for seismic design of buildings[S].Beijing:China Architecture and Building Press,2010.(in Chinese)
[2]清华大学土木工程结构专家组,西南交通大学土木工程结构专家组,北京交通大学土木工程结构专家组,等.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1-9.Civil and Structural Groups of Tsinghua University,Southwest Jiaotong University and Beijing Jiaotong University,et al.Analysis on seismic damage of buildings in the Wenchuan earthquake[J].Journal of Building Structures,2008,29(4):1-9.(in Chinese)
[3]夏倩.钢筋混凝土框架结构强柱弱梁的概率分析[J].四川建筑科学研究,2010,36(3):13-16.XIA Qian.Probability analysis is for strong column-weak beam design of reinforced concrete frames[J].Building Science Research of Sichuan,2010,36(3):13-16.(in Chinese)
[4]蔡健,周靖,方小丹,等.柱端弯矩增大系数取值对RC框架结构抗震性能影响的评估[J].土木工程学报,2007,40(1):6-14.CAI Jian,ZHOU Jing,FANG Xiaodan,et al.Evaluation of influences of various moment magnifying coefficients at column ends of RC frames on seismic performance[J].China Civil Engineering Journal,2007,40(1):6-14.(in Chinese)
[5]管民生,杜宏彪,韩大建.RC矩形柱框架结构不同柱梁抗弯强度比的Pushover分析[J].建筑结构,2009,39(4):14-16,42.GUAN Minsheng,DU Hongbiao,HAN Dajian.Pushover analysis on rectangular column frames with different column-to-beam strength ratios[J].Building Structure,2009,39(4):14-16,42.(in Chinese)
[6]朱宏锋,黄珊珊,张敏,等.考虑现浇楼板的柱端弯矩增大系数可靠指标分析[J].工程抗震与加固改造,2016,38(3):73-77,129.ZHU Hongfeng,HUANG Shanshan,ZHANG Min,et al.Reliable indicator analysis of CMAF considering the cast-inplace floor slab[J].Earthquake Resistant Engineering and Retrofitting,2016,38(3):73-77,129.(in Chinese)
[7]Dooley K L,Bracci J M.Seismic evaluation of column-to-beam strength ratios in reinforced concrete frames[J].ACIStructural Journal,2001,98(6):843-851.
[8]Choi S W,Kim Y,Lee J,et al.Minimum column-to-beam strength ratios for beam-hinge mechanisms based on multiobjective seismic design[J].Journal of Constructional Steel Research,2013,88:53-62.
[9]于晓辉,吕大刚,郑浩琴.基于典型失效模式可靠度分析的柱端弯矩增大系数概率评定[J].建筑结构学报,2014,35(4):169-176.YU Xiaohui,LYU Dagang,ZHENG Haoqin.Probabilistic evaluation of column overdesign factor through reliability analysis for typical failure modes[J].Journal of Building Structures,2014,35(4):169-176.(in Chinese)
[10]李伯维,张耀庭.基于Pushover的多层钢筋混凝土框架结构设计与抗震性能分析[J].建筑技术,2016,47(5):392-395.LI Bowei,ZHANG Yaoting.Design and seismic performance analysis of multi story reinforced concrete frame structure based on pushover analysis[J].Architecture Technology,2016,47(5):392-395.(in Chinese)
[11]张敏,朱宏锋.传统框架及楼板局部设缝框架柱端弯矩增大系数分析[J].结构工程师,2015,31(1):21-27.ZHANG Min,ZHU Hongfeng.The CMAF parameter analysis for the traditional frame and the frame with local gaps in slabs[J].Structural Engineers,2015,31(1):21-27.(in Chinese)
[12]杨红,任小军,白绍良,等.双向水平地震下7度区框架结构的“强柱弱梁”措施[J].振动与冲击,2016,35(13):42-50.YANG Hong,REN Xiaojun,BAI Shaoliang,et al.“Strong column weak beam”measures for RC frame structures in 7seismic intensity area under bi-directional horizontal seismic excitations[J].Journal of Vibration and Shock,2016,35(13):42-50.(in Chinese)
[13]Pantazopoulou S J,French C W.Slab participation in practical earthquake design of reinforced concrete frames[J].ACIStructural Journal,2001,98(4):479-489.
[14]Yuan J,Hu D.Influence of steel bars in monolithic floor slabs on the yielding-damage mechanism of frame structures[J].Earthquake Resistant Engineering Structure,2009,104:27-37.
[15]Ning N,Qu W J,Ma Z J.Design recommendations for achieving“strong column-weak beam”in RC frames[J].Engineering Structures,2016,126:343-352.
[16]Shome N,Cornell C A.Probabilistic seismic demand analysis of nonlinear structures[R].Report No.RMS-35.Stanford,California:Stanford University.PMS Program,2004:16-50.
[17]张耀庭,刘昌芳,王晓伟.结构非线性时程分析中的地震动参数选择[J].地震工程与工程振动,2016,36(4):153-162.ZHANG Yaoting,LIU Changfang,WANG Xiaowei.Parameter selection of ground motion in nonlinear time history analysis of structure[J].Earthquake Engineering and Engineering Vibration,2016,36(4):153-162.(in Chinese)
[18]李应斌,刘伯权,史庆轩.结构的性能水准与评价指标[J].世界地震工程,2003,19(2):132-137.LI Yingbin,LIU Boquan,SHI Qingxuan.Performance levels and estimation indices of structures[J].World Earthquake Engineering,2003,19(2):132-137.(in Chinese)
[19]张耀庭,马超,郭宗明,等.不同弯矩增大系数钢筋混凝土框架结构地震易损性分析[J].建筑结构学报,2014,35(2):29-37.ZHANG Yaoting,MA Chao,GUO Zongming,et al.Seismic fragility analysis for RC frame structures with various moment magnifying coefficients[J].Journal of Building Structures,2014,35(2):29-37.(in Chinese)
[20]施炜,叶列平,陆新征,等.不同抗震设防RC框架结构抗倒塌能力的研究[J].工程力学,2011,28(3):41-48,68.SHI Wei,YE Lieping,LU Xinzheng,et al.Study on the collapse-resistant capacity of RC frames with different seismic fortification levels[J].Engineering Mechanics,2011,28(3):41-48,68.(in Chinese)
[2]清华大学土木工程结构专家组,西南交通大学土木工程结构专家组,北京交通大学土木工程结构专家组,等.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1-9.Civil and Structural Groups of Tsinghua University,Southwest Jiaotong University and Beijing Jiaotong University,et al.Analysis on seismic damage of buildings in the Wenchuan earthquake[J].Journal of Building Structures,2008,29(4):1-9.(in Chinese)
[3]夏倩.钢筋混凝土框架结构强柱弱梁的概率分析[J].四川建筑科学研究,2010,36(3):13-16.XIA Qian.Probability analysis is for strong column-weak beam design of reinforced concrete frames[J].Building Science Research of Sichuan,2010,36(3):13-16.(in Chinese)
[4]蔡健,周靖,方小丹,等.柱端弯矩增大系数取值对RC框架结构抗震性能影响的评估[J].土木工程学报,2007,40(1):6-14.CAI Jian,ZHOU Jing,FANG Xiaodan,et al.Evaluation of influences of various moment magnifying coefficients at column ends of RC frames on seismic performance[J].China Civil Engineering Journal,2007,40(1):6-14.(in Chinese)
[5]管民生,杜宏彪,韩大建.RC矩形柱框架结构不同柱梁抗弯强度比的Pushover分析[J].建筑结构,2009,39(4):14-16,42.GUAN Minsheng,DU Hongbiao,HAN Dajian.Pushover analysis on rectangular column frames with different column-to-beam strength ratios[J].Building Structure,2009,39(4):14-16,42.(in Chinese)
[6]朱宏锋,黄珊珊,张敏,等.考虑现浇楼板的柱端弯矩增大系数可靠指标分析[J].工程抗震与加固改造,2016,38(3):73-77,129.ZHU Hongfeng,HUANG Shanshan,ZHANG Min,et al.Reliable indicator analysis of CMAF considering the cast-inplace floor slab[J].Earthquake Resistant Engineering and Retrofitting,2016,38(3):73-77,129.(in Chinese)
[7]Dooley K L,Bracci J M.Seismic evaluation of column-to-beam strength ratios in reinforced concrete frames[J].ACIStructural Journal,2001,98(6):843-851.
[8]Choi S W,Kim Y,Lee J,et al.Minimum column-to-beam strength ratios for beam-hinge mechanisms based on multiobjective seismic design[J].Journal of Constructional Steel Research,2013,88:53-62.
[9]于晓辉,吕大刚,郑浩琴.基于典型失效模式可靠度分析的柱端弯矩增大系数概率评定[J].建筑结构学报,2014,35(4):169-176.YU Xiaohui,LYU Dagang,ZHENG Haoqin.Probabilistic evaluation of column overdesign factor through reliability analysis for typical failure modes[J].Journal of Building Structures,2014,35(4):169-176.(in Chinese)
[10]李伯维,张耀庭.基于Pushover的多层钢筋混凝土框架结构设计与抗震性能分析[J].建筑技术,2016,47(5):392-395.LI Bowei,ZHANG Yaoting.Design and seismic performance analysis of multi story reinforced concrete frame structure based on pushover analysis[J].Architecture Technology,2016,47(5):392-395.(in Chinese)
[11]张敏,朱宏锋.传统框架及楼板局部设缝框架柱端弯矩增大系数分析[J].结构工程师,2015,31(1):21-27.ZHANG Min,ZHU Hongfeng.The CMAF parameter analysis for the traditional frame and the frame with local gaps in slabs[J].Structural Engineers,2015,31(1):21-27.(in Chinese)
[12]杨红,任小军,白绍良,等.双向水平地震下7度区框架结构的“强柱弱梁”措施[J].振动与冲击,2016,35(13):42-50.YANG Hong,REN Xiaojun,BAI Shaoliang,et al.“Strong column weak beam”measures for RC frame structures in 7seismic intensity area under bi-directional horizontal seismic excitations[J].Journal of Vibration and Shock,2016,35(13):42-50.(in Chinese)
[13]Pantazopoulou S J,French C W.Slab participation in practical earthquake design of reinforced concrete frames[J].ACIStructural Journal,2001,98(4):479-489.
[14]Yuan J,Hu D.Influence of steel bars in monolithic floor slabs on the yielding-damage mechanism of frame structures[J].Earthquake Resistant Engineering Structure,2009,104:27-37.
[15]Ning N,Qu W J,Ma Z J.Design recommendations for achieving“strong column-weak beam”in RC frames[J].Engineering Structures,2016,126:343-352.
[16]Shome N,Cornell C A.Probabilistic seismic demand analysis of nonlinear structures[R].Report No.RMS-35.Stanford,California:Stanford University.PMS Program,2004:16-50.
[17]张耀庭,刘昌芳,王晓伟.结构非线性时程分析中的地震动参数选择[J].地震工程与工程振动,2016,36(4):153-162.ZHANG Yaoting,LIU Changfang,WANG Xiaowei.Parameter selection of ground motion in nonlinear time history analysis of structure[J].Earthquake Engineering and Engineering Vibration,2016,36(4):153-162.(in Chinese)
[18]李应斌,刘伯权,史庆轩.结构的性能水准与评价指标[J].世界地震工程,2003,19(2):132-137.LI Yingbin,LIU Boquan,SHI Qingxuan.Performance levels and estimation indices of structures[J].World Earthquake Engineering,2003,19(2):132-137.(in Chinese)
[19]张耀庭,马超,郭宗明,等.不同弯矩增大系数钢筋混凝土框架结构地震易损性分析[J].建筑结构学报,2014,35(2):29-37.ZHANG Yaoting,MA Chao,GUO Zongming,et al.Seismic fragility analysis for RC frame structures with various moment magnifying coefficients[J].Journal of Building Structures,2014,35(2):29-37.(in Chinese)
[20]施炜,叶列平,陆新征,等.不同抗震设防RC框架结构抗倒塌能力的研究[J].工程力学,2011,28(3):41-48,68.SHI Wei,YE Lieping,LU Xinzheng,et al.Study on the collapse-resistant capacity of RC frames with different seismic fortification levels[J].Engineering Mechanics,2011,28(3):41-48,68.(in Chinese)