钢筋混凝土框架结构的抗震性能指标研究
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摘要
研究现有钢筋混凝土框架结构性能指标的不足.基于损伤力学理论和现有试验结果,提出一种新的结构抗震性能评价指标.对一个6层钢筋混凝土框架结构分别进行静力弹塑性分析及7度多遇地震和7度罕遇地震下的动力时程分析,并与Ghobarah性能指标进行比较.结果表明,在7度多遇地震下,两者相差8.9%;在7度罕遇地震下,差值扩大至14.2%.指出仅考虑结构初期地震响应的Ghobarah性能指标可能会低估实际结构的破坏情况.
Some existing seismic performance parameters were reviewed and analyzed.A new structural performance evaluation index was proposed on the basis of the concept of damage mechanics and existing experimental results,is proposed.A 6-story reinforced concrete frame structure subject to earthquake action of Grade 7 was analyzed by pushover analysis and time-history dynamic analysis.The proposed index is compared with Ghobarah performance index.The results show that there is a difference of 8.9% for frequently occurred Grade 7 earthquake and a difference of 14.2% for rarely occurred Grade 7 earthquake.Ghobarah index,which only considers initial seismic response of structures,may underestimate the actual structural damages.The proposed performance index can give a simple,reasonable and reliable assessment of the structural performance level under earthquakes actions.
Some existing seismic performance parameters were reviewed and analyzed.A new structural performance evaluation index was proposed on the basis of the concept of damage mechanics and existing experimental results,is proposed.A 6-story reinforced concrete frame structure subject to earthquake action of Grade 7 was analyzed by pushover analysis and time-history dynamic analysis.The proposed index is compared with Ghobarah performance index.The results show that there is a difference of 8.9% for frequently occurred Grade 7 earthquake and a difference of 14.2% for rarely occurred Grade 7 earthquake.Ghobarah index,which only considers initial seismic response of structures,may underestimate the actual structural damages.The proposed performance index can give a simple,reasonable and reliable assessment of the structural performance level under earthquakes actions.
引文
[1]Ghobarah A.基于性能设计在地震工程的发展[J].工程结构,2001,23(8):878-888.(英文版)
[2]日本地震工程协会.基于性能的抗震设计现状和研究课题[M].东京:鹿岛出版社,2006.(英文版)
[3]Wen Y K.可靠性和性能设计[J].结构安全,2001,23(4):407-428.(英文版)
[4]李刚,程耿东.基于性能的抗震设计——理论、方法与应用[M].北京:科学出版社,2004.
[5]史庆轩,门进杰,杨坤,等.钢筋混凝土框架结构基于性能的抗震设计指标[J].四川建筑科学研究,2007,33:78-81.
[6]程斌,薛伟辰.基于性能的框架结构抗震设计研究[J].地震工程与工程振动,2003,23(4):50-55.
[7]谢礼立.抗震性态设计和基于性态的抗震设防[M].大连:大连理工大学出版社,1999.
[8]钱镓茹,吕文,方鄂华.基于位移延性的剪力墙抗震设计[J].建筑结构学报,1999,20(3):42-49.
[9]季静,黄超,韩小雷,等.基于性能的设计方法在超限高层建筑结构设计中的应用研究[J].世界地震工程,2007,23(1):98-103.
[10]杨克家,梁兴文,李波.带加强层的高层建筑结构性能水准的量化[J].工业建筑,2007,37(12):76-80,99.
[11]Yao J T P,Munse W H.低碳钢的低周疲劳性能[J].ASCE结构分卷,1969,95(ST8):5-24.(英文版)
[12]Mizuhata K,Gyoten Y,Kitamura H.随机荷载下的框架结构低周疲劳性能研究[C]//第6届世界地震工程大会论文集.伊斯坦布尔(土耳其):地震研究协会,1981:3031-3036.(英文版)
[13]刘伯权,白绍良,赖明.抗震结构的破坏准则评述及探讨[J].重庆建筑工程学院学报,1993,15(4):1-8,21.
[14]屈成忠,谢礼立.基于性态的砌块砌体结构极限状态目标位移确定方法的研究[J].地震工程与工程振动,2003,23(2):18-25.
[15]Otani S,Cheung V W,Sozen MA,等.双向地震作用下钢筋混凝土柱的分析模型和力学特性[C]//第3届加拿大地震工程大会论文集.蒙特利尔(加拿大):加拿大自然资源研究协会,1979:1141-1168.(英文版)
[16]Sozen M A.基于转角的钢筋混凝土抗震设计[R].UCB/EERC-97/05,加利福尼亚(美国):地震工程研究中心,1997.(英文版)
[17]Ghobarah A,Abou-Elfath H,Biddah A.基于结构反应的损伤评估[J].地震工程与结构动力学,1999,28(1):79-104.(英文版)
[18]余天庆,钱济成.损伤理论及其应用[M].北京:国防工业出版社,1993.
[19]余寿文,冯西桥.损伤力学[M].北京:清华大学出版社,1997.
[20]谢和平,鞠杨,董毓利.经典损伤定义中的“弹性模量法”探讨[J].力学与实践,1997,19(2):1-5.
[21]刘伯权,徐云中,白绍良.钢筋混凝土柱在等幅对称位移循环加载下的低周疲劳性能[J].重庆建筑大学学报,1996,18(2):35-42.
[22]Khashaee P.基于损伤的结构设计[J].地震谱,2005,21(2):371-387.(英文版)
[23]GB50011-2001.建筑抗震设计规范[S].
[24]管民生,杜宏彪,姜晶,等.不同连梁形式联肢剪力墙的静力弹塑性分析[J].深圳大学学报理工版,2009,26(4):376-381.
[25]缪志伟,叶列平.钢筋混凝土框架-联肢剪力墙结构的地震能量分布研究[J].工程力学,2010,27(2):130-140.
[1]Ghobarah A.Performance-based design in earthquake en-gineering:state of development[J].Engineering Struc-tures,2001,23(8):878-888.
[2]Japan Earthquake Engineering Association.Performance-Based Durable Earthquake Design-present Situation andTopics[M].Tokyo:Kashima Press,2006.
[3]Wen Y K.Reliability and performance based design[J].Structural Safety,2001,23(4):407-428.
[4]LI Gang,CHENG Geng-dong.Performance-based SeismicDesign-theory,Method and Application[M].Beijing:Science Press,2004.(in Chinese)
[5]SHI Qing-xuan,MEN Jin-jie,YANG Kun,et al.Perform-ance-based seismic design index of reinforced concreteframe structure[J].Building Science Research of Si-chuan,2007,33:78-81.(in Chinese)
[6]CHENG Bin,XUE Wei-chen.Studies on performance-based seismic design of frame structures[J].EarthquakeEngineering and Engineering Vibration,2003,23(4):50-55.(in Chinese)
[7]XIE Li-li.Performance-based Seismic Design and Perform-ance-based Seismic Fortification Level[M].Dalian:Dalian University of Technology Press,1999.(in Chi-nese)
[8]QIAN Jia-ru,LV Wen,FANG E-hua.Displacement ductili-ty-based aseismic design for shear walls[J].Journal ofBuilding Structures,1999,20(3):42-49.(in Chinese)
[9]JI Jing,HUANG Chao,HAN Xiao-lei,et al.Applica-tion and research of performance-based design method intall buildings beyond the code-specification[J].WorldEarthquake Engineering,2007,23(1):98-103.(inChinese)
[10]YANG Ke-jia,LIANG Xing-wen,LI Bo.Quantification ofperformance levels for high-rise structure with strengthenedstories[J].Industrial Construction,2007,37(12):76-80,99.(in Chinese)
[11]Yao J TP,Munse W H.Lowcycle axial fatigue behaviorof mild steel[J].Journal of Structural Division,ASCE,1969,95(ST8):5-24.
[12]Mizuhata K,Gyoten Y,Kitamura H.Study on low cyclefatigue of structural frames due to randomly varying load[C]//Proceedings of 7th World Conference on Earth-quake Engineering.Istanbul(Turkey):Earthquake Re-search Institute,1981:3031-3036.
[13]LIU Bo-quan,BAI Shao-liang,LAI Ming.A review andanalysis of failure criteria for aseismic structures[J].Journal of Chongqing Institute of Architecture and Engi-neering,1993,15(4):1-8,21.(in Chinese)
[14]QU Cheng-zhong,XIE Li-li.Study on the method for de-termining target displacement of block masonry structuresunder near collapse performance level[J].EarthquakeEngineering and Engineering Vibration,2003,23(2):18-25.(in Chinese)
[15]Otani S,Cheung VW,Sozen MA,et al.Behaviour andanalytical models of reinforced concrete columns under bi-axial earthquake load[C]//Proceedings of 3rd CanadianConference on Earthquake Engineering.Montreal(Cana-da):Natural Resources of Canada,1979:1141-1168.
[16]Sozen M A.Drift-driven for earthquake resistance of rein-forced concrete[R].UCB/EERC-97/05,California(America):Earthquake Engineering Research Center,1997.
[17]Ghobarah A,Abou-Elfath H,Biddah A.Response-baseddamage assessment of structures[J].Earthquake Engi-neering and Structural Dynamics,1999,28(1):79-104.
[18]YU Tian-qing,QIAN Ji-cheng.Damage Theory and ItsApplication[M].Beijing:National Defense IndustryPress,1993.(in Chinese)
[19]YUShou-wen,FENG Xi-qiao.Damage Mechanics[M].Beijing:Tsinghua University Press,1997.(in Chinese)
[20]XIE He-ping,JU Yang,DONG Yu-li.Discussion of“elastic modulus method”in classic damage definition[J].Mechanics and Practice,1997,9(2):1-5.(inChinese)
[21]LIU Bo-quan,XU Yun-zhong,BAI Shao-liang.Low-cy-clic fatigue behavior of reinforced concrete column subjec-ted to symmetric displacement cycling[J].Journal ofChongqing Jianzhu University,1996,18(2):35-42.(inChinese)
[22]Khashaee P.Damage-based seismic design of structures[J].Earthquake Spectra,2005,21(2):371-387.
[23]GB50011-2001.Code for Seismic Design of Structures[S].(in Chinese)
[24]GUAN Min-sheng,DU Hong-biao,JIANG Jing,et al.Pushover analysis on coupled shear wall with different pat-terns of coupling beam[J].Journal of Shenzhen Univer-sity Science and Engineering,2009,26(4):376-381.(in Chinese)
[25]MIAO Zhi-wei,YE Lie-ping.Study on distribution of cu-mulative hysteretic energy in reinforced concrete frame-cou-pled shear wall[J].Engineering Mechanics,2010,27(2):130-140.(in Chinese)
[2]日本地震工程协会.基于性能的抗震设计现状和研究课题[M].东京:鹿岛出版社,2006.(英文版)
[3]Wen Y K.可靠性和性能设计[J].结构安全,2001,23(4):407-428.(英文版)
[4]李刚,程耿东.基于性能的抗震设计——理论、方法与应用[M].北京:科学出版社,2004.
[5]史庆轩,门进杰,杨坤,等.钢筋混凝土框架结构基于性能的抗震设计指标[J].四川建筑科学研究,2007,33:78-81.
[6]程斌,薛伟辰.基于性能的框架结构抗震设计研究[J].地震工程与工程振动,2003,23(4):50-55.
[7]谢礼立.抗震性态设计和基于性态的抗震设防[M].大连:大连理工大学出版社,1999.
[8]钱镓茹,吕文,方鄂华.基于位移延性的剪力墙抗震设计[J].建筑结构学报,1999,20(3):42-49.
[9]季静,黄超,韩小雷,等.基于性能的设计方法在超限高层建筑结构设计中的应用研究[J].世界地震工程,2007,23(1):98-103.
[10]杨克家,梁兴文,李波.带加强层的高层建筑结构性能水准的量化[J].工业建筑,2007,37(12):76-80,99.
[11]Yao J T P,Munse W H.低碳钢的低周疲劳性能[J].ASCE结构分卷,1969,95(ST8):5-24.(英文版)
[12]Mizuhata K,Gyoten Y,Kitamura H.随机荷载下的框架结构低周疲劳性能研究[C]//第6届世界地震工程大会论文集.伊斯坦布尔(土耳其):地震研究协会,1981:3031-3036.(英文版)
[13]刘伯权,白绍良,赖明.抗震结构的破坏准则评述及探讨[J].重庆建筑工程学院学报,1993,15(4):1-8,21.
[14]屈成忠,谢礼立.基于性态的砌块砌体结构极限状态目标位移确定方法的研究[J].地震工程与工程振动,2003,23(2):18-25.
[15]Otani S,Cheung V W,Sozen MA,等.双向地震作用下钢筋混凝土柱的分析模型和力学特性[C]//第3届加拿大地震工程大会论文集.蒙特利尔(加拿大):加拿大自然资源研究协会,1979:1141-1168.(英文版)
[16]Sozen M A.基于转角的钢筋混凝土抗震设计[R].UCB/EERC-97/05,加利福尼亚(美国):地震工程研究中心,1997.(英文版)
[17]Ghobarah A,Abou-Elfath H,Biddah A.基于结构反应的损伤评估[J].地震工程与结构动力学,1999,28(1):79-104.(英文版)
[18]余天庆,钱济成.损伤理论及其应用[M].北京:国防工业出版社,1993.
[19]余寿文,冯西桥.损伤力学[M].北京:清华大学出版社,1997.
[20]谢和平,鞠杨,董毓利.经典损伤定义中的“弹性模量法”探讨[J].力学与实践,1997,19(2):1-5.
[21]刘伯权,徐云中,白绍良.钢筋混凝土柱在等幅对称位移循环加载下的低周疲劳性能[J].重庆建筑大学学报,1996,18(2):35-42.
[22]Khashaee P.基于损伤的结构设计[J].地震谱,2005,21(2):371-387.(英文版)
[23]GB50011-2001.建筑抗震设计规范[S].
[24]管民生,杜宏彪,姜晶,等.不同连梁形式联肢剪力墙的静力弹塑性分析[J].深圳大学学报理工版,2009,26(4):376-381.
[25]缪志伟,叶列平.钢筋混凝土框架-联肢剪力墙结构的地震能量分布研究[J].工程力学,2010,27(2):130-140.
[1]Ghobarah A.Performance-based design in earthquake en-gineering:state of development[J].Engineering Struc-tures,2001,23(8):878-888.
[2]Japan Earthquake Engineering Association.Performance-Based Durable Earthquake Design-present Situation andTopics[M].Tokyo:Kashima Press,2006.
[3]Wen Y K.Reliability and performance based design[J].Structural Safety,2001,23(4):407-428.
[4]LI Gang,CHENG Geng-dong.Performance-based SeismicDesign-theory,Method and Application[M].Beijing:Science Press,2004.(in Chinese)
[5]SHI Qing-xuan,MEN Jin-jie,YANG Kun,et al.Perform-ance-based seismic design index of reinforced concreteframe structure[J].Building Science Research of Si-chuan,2007,33:78-81.(in Chinese)
[6]CHENG Bin,XUE Wei-chen.Studies on performance-based seismic design of frame structures[J].EarthquakeEngineering and Engineering Vibration,2003,23(4):50-55.(in Chinese)
[7]XIE Li-li.Performance-based Seismic Design and Perform-ance-based Seismic Fortification Level[M].Dalian:Dalian University of Technology Press,1999.(in Chi-nese)
[8]QIAN Jia-ru,LV Wen,FANG E-hua.Displacement ductili-ty-based aseismic design for shear walls[J].Journal ofBuilding Structures,1999,20(3):42-49.(in Chinese)
[9]JI Jing,HUANG Chao,HAN Xiao-lei,et al.Applica-tion and research of performance-based design method intall buildings beyond the code-specification[J].WorldEarthquake Engineering,2007,23(1):98-103.(inChinese)
[10]YANG Ke-jia,LIANG Xing-wen,LI Bo.Quantification ofperformance levels for high-rise structure with strengthenedstories[J].Industrial Construction,2007,37(12):76-80,99.(in Chinese)
[11]Yao J TP,Munse W H.Lowcycle axial fatigue behaviorof mild steel[J].Journal of Structural Division,ASCE,1969,95(ST8):5-24.
[12]Mizuhata K,Gyoten Y,Kitamura H.Study on low cyclefatigue of structural frames due to randomly varying load[C]//Proceedings of 7th World Conference on Earth-quake Engineering.Istanbul(Turkey):Earthquake Re-search Institute,1981:3031-3036.
[13]LIU Bo-quan,BAI Shao-liang,LAI Ming.A review andanalysis of failure criteria for aseismic structures[J].Journal of Chongqing Institute of Architecture and Engi-neering,1993,15(4):1-8,21.(in Chinese)
[14]QU Cheng-zhong,XIE Li-li.Study on the method for de-termining target displacement of block masonry structuresunder near collapse performance level[J].EarthquakeEngineering and Engineering Vibration,2003,23(2):18-25.(in Chinese)
[15]Otani S,Cheung VW,Sozen MA,et al.Behaviour andanalytical models of reinforced concrete columns under bi-axial earthquake load[C]//Proceedings of 3rd CanadianConference on Earthquake Engineering.Montreal(Cana-da):Natural Resources of Canada,1979:1141-1168.
[16]Sozen M A.Drift-driven for earthquake resistance of rein-forced concrete[R].UCB/EERC-97/05,California(America):Earthquake Engineering Research Center,1997.
[17]Ghobarah A,Abou-Elfath H,Biddah A.Response-baseddamage assessment of structures[J].Earthquake Engi-neering and Structural Dynamics,1999,28(1):79-104.
[18]YU Tian-qing,QIAN Ji-cheng.Damage Theory and ItsApplication[M].Beijing:National Defense IndustryPress,1993.(in Chinese)
[19]YUShou-wen,FENG Xi-qiao.Damage Mechanics[M].Beijing:Tsinghua University Press,1997.(in Chinese)
[20]XIE He-ping,JU Yang,DONG Yu-li.Discussion of“elastic modulus method”in classic damage definition[J].Mechanics and Practice,1997,9(2):1-5.(inChinese)
[21]LIU Bo-quan,XU Yun-zhong,BAI Shao-liang.Low-cy-clic fatigue behavior of reinforced concrete column subjec-ted to symmetric displacement cycling[J].Journal ofChongqing Jianzhu University,1996,18(2):35-42.(inChinese)
[22]Khashaee P.Damage-based seismic design of structures[J].Earthquake Spectra,2005,21(2):371-387.
[23]GB50011-2001.Code for Seismic Design of Structures[S].(in Chinese)
[24]GUAN Min-sheng,DU Hong-biao,JIANG Jing,et al.Pushover analysis on coupled shear wall with different pat-terns of coupling beam[J].Journal of Shenzhen Univer-sity Science and Engineering,2009,26(4):376-381.(in Chinese)
[25]MIAO Zhi-wei,YE Lie-ping.Study on distribution of cu-mulative hysteretic energy in reinforced concrete frame-cou-pled shear wall[J].Engineering Mechanics,2010,27(2):130-140.(in Chinese)
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