杭州国际会议中心的Push-over分析
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摘要
基于结构性能和目标位移的静力弹塑性分析方法具有概念清晰、简便实用等特点,已成为结构抗震设计和分析的重要方法。
本文采用静力弹塑性push-over分析方法对一复杂高层钢结构——杭州国际会议中心主体结构进行了推覆分析。首先对push-over分析方法的发展现状、应用背景、基本假定、理论基础和适用范围作了论述;在此基础上应用ETABS软件,考虑多种水平荷载分布方式对该结构进行了多遇和罕遇地震作用下的push-over分析,得到了结构底部剪力.顶点位移关系曲线、层间位移角等结果,据此对结构的抗震性能进行了多方面的评估。为了验证push-over分析的正确性和可靠性,又采用振型分解反应谱方法计算了结构在x、y方向的层间位移角、层间位移、各楼层位移、顶层最大位移等响应,并与push-over分析结果作了比较。最后采用弹塑性时程分析方法对简化的层模型结构进行了时程分析。通过对三种分析方法的结果对比,探讨了push-over分析方法在高层建筑结构抗震性能分析中的适用性,为进一步研究和完善push-over方法在这类结构中的应用提供了依据。论文还总结了push-over分析方法应用于实际工程的局限性,并给出了push-over分析方法在复杂高层建筑结构中应用的一些建议。
The performance and displacement-based static elasto-plastic analysis has become an important structural seismic design and analysis approach due to its practicality and simplicity.In this paper the static elasto-plastic push-over method is applied for the analysisof a complicated steel structure------Hangzhou International Conference Center. Thedevelopment and current research situation, the theory foundation and the scope of application of the push-over method are first described. Then the push-over method is adopted with the aid of the ETABS software to analyze the Hangzhou International Conference Center. In the analysis four lateral load patterns are considered and the corresponding results including the nonlinear base shear-top displacement relationship and the distribution of story drifts. Based on the obtained results the seismic resistance of the structure is evaluated. In order to validate the reliability of the push-over analysis method, the response spectrum method is used to analyze the structure and the obtained distribution of story drifts, story displacements and the top-story displacements in the x and y directions are presented. Finally, the elasto-plastic time-history analysis is carried out for the structure using a simplified story model. Through comparison of the results from the above three analysis methods, the advantages and disadvantages of the push-over method and its application in tall building structures are discussed. Some suggestions for the application of the push-over method are also given.
本文采用静力弹塑性push-over分析方法对一复杂高层钢结构——杭州国际会议中心主体结构进行了推覆分析。首先对push-over分析方法的发展现状、应用背景、基本假定、理论基础和适用范围作了论述;在此基础上应用ETABS软件,考虑多种水平荷载分布方式对该结构进行了多遇和罕遇地震作用下的push-over分析,得到了结构底部剪力.顶点位移关系曲线、层间位移角等结果,据此对结构的抗震性能进行了多方面的评估。为了验证push-over分析的正确性和可靠性,又采用振型分解反应谱方法计算了结构在x、y方向的层间位移角、层间位移、各楼层位移、顶层最大位移等响应,并与push-over分析结果作了比较。最后采用弹塑性时程分析方法对简化的层模型结构进行了时程分析。通过对三种分析方法的结果对比,探讨了push-over分析方法在高层建筑结构抗震性能分析中的适用性,为进一步研究和完善push-over方法在这类结构中的应用提供了依据。论文还总结了push-over分析方法应用于实际工程的局限性,并给出了push-over分析方法在复杂高层建筑结构中应用的一些建议。
The performance and displacement-based static elasto-plastic analysis has become an important structural seismic design and analysis approach due to its practicality and simplicity.In this paper the static elasto-plastic push-over method is applied for the analysisof a complicated steel structure------Hangzhou International Conference Center. Thedevelopment and current research situation, the theory foundation and the scope of application of the push-over method are first described. Then the push-over method is adopted with the aid of the ETABS software to analyze the Hangzhou International Conference Center. In the analysis four lateral load patterns are considered and the corresponding results including the nonlinear base shear-top displacement relationship and the distribution of story drifts. Based on the obtained results the seismic resistance of the structure is evaluated. In order to validate the reliability of the push-over analysis method, the response spectrum method is used to analyze the structure and the obtained distribution of story drifts, story displacements and the top-story displacements in the x and y directions are presented. Finally, the elasto-plastic time-history analysis is carried out for the structure using a simplified story model. Through comparison of the results from the above three analysis methods, the advantages and disadvantages of the push-over method and its application in tall building structures are discussed. Some suggestions for the application of the push-over method are also given.
引文
[1] Freeman, Moghadarn AS. Pushover procedure for seismic analysis of buildings[J]. Progress in Structural Engineering and Materials 1998;1 (3):337-344.
[2] Saidi M, Sozen MA. Simple nonlinear seismic analysis of R/C structures[J]. Journal of the Structural Division, ASCE 1981;107(ST5):937-951.
[3] Fajfar P, Gaspersic P. The N2 method for the seismic damage analysis of RC buildings[J]. Earthquake Engineering and Structural Dynamics 1996:25:31-46.
[4] R. S. Rawson, Vance V, Krawinkler H. Nonlinear static push-over analysis—why, when, and how[J] In: Proceedings 5th US NCEE,vol. 1. IL, USA,Chicago, 1994:283-292.
[5] Krawinkler H, Scneviratna GDPK. Pros and cons of a pushover analysis of seismic performance evaluation[J]. Engineering Structures 1998:20(4-6):452-464..
[6] ATC. Seismic Evaluation and Petrofit of Concrete Buildings[M].Applied Technology Council,Redwood , City,California,1996.
[7] FEMA. NEHRP guidelines for the seismic rehabilitation of buildings[M].FEMA 273, Federal Emergency Management Agency, 1996.
[8] 叶燎原,潘文.Push-over分析原理和实例[J].建筑结构学报,2000(1):3-10.
[9] 杨溥,李英民,王亚勇.结构弹塑性分析(Push-over)方法的改进[J].建筑结构学报,2000(1):1-8.
[10] 钱稼茹,罗文斌.静力弹塑性分析一基于性能/位移抗震设计的分析工具[J].建筑结构,2000(6):20-25
[11] 欧进萍,侯钢领,吴斌.概率Pushover分析方法及其在结构体系抗震可靠度评估中的应用[J].建筑结构学报,2001(6):60-66.
[12] 魏巍,冯启民.几种Push-over分析方法对比研究[J].地震工程与工程振动,2002(5):26-30.
[13] 朱杰江,吕西林,容柏生.复杂体系高层结构的推覆分析方法和应用[J].地震工程与工程振动,2003(4):25-30
[14] 王梦甫,周锡元.高层建筑结构抗震塑性分析方法及抗震性能评估的研究[J].土木工程学报,2003,36(11):9-15.
[15] 曲卓杰,吴胜兴.关于结构静力弹塑性分析(Push-over)的探讨[J].现代地震工程进展,2000(5):18-20.
[16] 熊向阳.建筑结构静力弹塑性分析Pushover方法[D].同济大学硕士学位论文,2000(7):30-31.
[17] 尹华伟,汪梦甫,周锡元:结构静力弹塑性分析方法的研究和改进[J],工程力学,2000(9):26-27.
[18] 方鄂华,钱稼茹,赵作周.静力弹塑性分析与时程分析[C].第十五届全国高层建筑结构学术交流会论文,1998:35-36.
[19] 小谷俊介.日本.基于性能结构抗震设计方法的发展[J].建筑结构,2000,6(5):44-46.
[20] 朱杰江,吕西林,容柏生.复杂体型高层结构的推覆分析方法和应用明[J].地震工程与工程振动,2003,23(2):26-36.
[21] 吴素静.Pushover分析及时程分析在实际结构工程中的应用与研究[D].西安建筑科技大学硕士学位,2002:22-23.
[22] 史铁花,韦承积:振型分解法中合理振型数的确定[J],建筑科学,2002,18 (2):43-44.
[23] 何浩祥,李宏男:基于规范弹性反应谱建立需求谱的方法[J],世界地震工程,2002(18):43-44.
[24] 李森楠.ETABS入门与工程应用[M].联邦工程顾问股份有限公司,2003.
[25] ETABS中文版使用指南[M],中国建筑标准设计研究院编著,中国建筑工业出版社,2000.
[26] 熊向阳,戚震华.用静力弹塑性分析Pushover方法评估建筑结构的抗震性能[J].工程力学.2001增刊.
[27] 建筑抗震设计规范(GB50011-2001)[M],中华人民工和国国家标准,1994.
[28] 王亚勇.关于设计反应谱、时程法和能量方法的讨论[J],建筑结构学报,2000,2(3):42-45.
[29] 胡幸贤:地震工程学,地震出版社,1988学,Vol.20,No:4,2003.8:55-57.
[30] 王理,王亚勇,程绍革.空间结构非线性静力分析的工程应用[J]建筑结构学报,2000,21(1):55-58.
[31] 王亚勇.我国2000年工程抗震设计模式规范基本问题研究综述[J].建筑结构学报,2000,21(1):49-51.
[32] 尹华伟,王梦甫,周锡元.结构静力弹塑性分析方法的研究和改进[J]工程力学,2003,20(4):47-49.
[33] 程绍革,王理等.弹塑性时程分析方法及其应用[J].建筑结构学报,2000,21(1):44-56.
[34] 黄炳生,邹晋华.时程分析方法中有关地震波选用的几个注意问题[J]工业建筑,2001,31(1):77-78.
[35] 王磊,李家宝.高层结构精确计算法[M].上海科学出版社,1998.
[36] 王亚勇.结构抗震时程分析法输入地震记录的选择方法及其应用[J].建筑结构,1992,21(2):23-25.
[37] 建筑抗震设计规范(GB50011-2001)[M].国家标准抗震规范管理组,2002.
[38] 方鄂华,何国松,容柏生,张文华.广州天王中心大厦弹塑性地震反应分析明[J].建筑结构学报.2000,21(6):143-147.
[39] 钢结构设计规范,GB50017-2003,中华人民共和国国家标准,北京:中国建筑土业出版社,2003.
[40] 包世华,方鄂华,高层建筑结构设计[M],清华大学出版社,1985.
[41] Miranda E, Garcia JG. Evaluation of approximate methods to estimate maximum inelastic displacement demands Earthquake Engineering and Structural Dynamics, 2002;,31: 539-560.
[42] Simon Kim, Enzo D'Amore Pushover Analysis Proeedure[J].in Earthquake Engineering Earthquake Spectrum, 1999,15(3):417-434.
[43] Tom Paulay:An estimate of displacement limits for ductile systems[J], Earthquake Engineering and Structural Dynamics, 2002, 31,583-599.
[44] Elnashai AS, Elghazouli AY. Performance of composite steel/concrete members under earthquake loading, Part Ⅰ: Analytical model. Earthquake Engineering and Structural Dynamics 1993;22(4):315-345.
[45] Broderick BM, Elnashai AS. Seismic resistance of composite beam-columns in multi-storey structures, Part 2: Analytical model and discussion of results. Journal of Construction Steel Research 1994;30(3):231-258.
[46] Elnashai AS, Pinho R. Repair and retrofitting of RC walls using selective techniques. Journal of Earthquake Engineering 1998;2(4):52-68.
[47] M. S. Medhekar, D. J. L. Kennedy. Displacement-basedseismic design of building[J], Engineering Structures,2002,20,201-209.
[48] Panagiotakos TB, Fardis MN. Effect of column capacity design on earthquake response of reinforced concrete buildings. Journal of Earthquake Engineering 1998;2(1): 113-45.
[49] Martinez-Rueda JE, Elnashai AS. Confined concrete model under cyclic load. Materials and Structures 1997;30(197):139-47.
[50] Elnashai AS, Izzuddin BA. Modelling of material nonlinearities in steel structures subjected to transient dynamic loading. Earthquake Engineering and Structural Dynamics 1993;22:509-32.
[51] Vojko Kilar,Peter Fajfar. Simple pushover analysis of asymmetric buildings [J].Earthquake Engineering and Structural Dynamics, 1997, 26(2):233-249.
[52] Vojko Kilar,Peter Fajfar. Simplified pushover analysis of building structures[C]. 11th Word Conference on Earthquake Engineering,Mexico, 1996,198-211.
[53] Giuseppe Faella.Evalution of the R/C structures seismic response by means of nonlinear static pushover analysis[C], 1th World Conference on Earthquake Engineering;Mexico, 1996,415-430 2003,32(6):36-38.
[54] 钮泽纂.非结构地震反应和抗震措施[J].工程抗震,1993,7(3):248-356.
[55] 周云,安宇,梁兴文.基于性态的抗震设计理论和方法的研究与发展[J].世界地震工程,2001,17(2):344-347.
[56] 汪梦甫,周锡元.高层建筑结构抗震弹塑性简化方法的研究及其应用[J].计算力学学报,2002,19(4):261-265.
[57] 张铜生.高层建筑结构空间弹塑性时程分析[J].工程力学增刊,1999,(3):144-147.
[2] Saidi M, Sozen MA. Simple nonlinear seismic analysis of R/C structures[J]. Journal of the Structural Division, ASCE 1981;107(ST5):937-951.
[3] Fajfar P, Gaspersic P. The N2 method for the seismic damage analysis of RC buildings[J]. Earthquake Engineering and Structural Dynamics 1996:25:31-46.
[4] R. S. Rawson, Vance V, Krawinkler H. Nonlinear static push-over analysis—why, when, and how[J] In: Proceedings 5th US NCEE,vol. 1. IL, USA,Chicago, 1994:283-292.
[5] Krawinkler H, Scneviratna GDPK. Pros and cons of a pushover analysis of seismic performance evaluation[J]. Engineering Structures 1998:20(4-6):452-464..
[6] ATC. Seismic Evaluation and Petrofit of Concrete Buildings[M].Applied Technology Council,Redwood , City,California,1996.
[7] FEMA. NEHRP guidelines for the seismic rehabilitation of buildings[M].FEMA 273, Federal Emergency Management Agency, 1996.
[8] 叶燎原,潘文.Push-over分析原理和实例[J].建筑结构学报,2000(1):3-10.
[9] 杨溥,李英民,王亚勇.结构弹塑性分析(Push-over)方法的改进[J].建筑结构学报,2000(1):1-8.
[10] 钱稼茹,罗文斌.静力弹塑性分析一基于性能/位移抗震设计的分析工具[J].建筑结构,2000(6):20-25
[11] 欧进萍,侯钢领,吴斌.概率Pushover分析方法及其在结构体系抗震可靠度评估中的应用[J].建筑结构学报,2001(6):60-66.
[12] 魏巍,冯启民.几种Push-over分析方法对比研究[J].地震工程与工程振动,2002(5):26-30.
[13] 朱杰江,吕西林,容柏生.复杂体系高层结构的推覆分析方法和应用[J].地震工程与工程振动,2003(4):25-30
[14] 王梦甫,周锡元.高层建筑结构抗震塑性分析方法及抗震性能评估的研究[J].土木工程学报,2003,36(11):9-15.
[15] 曲卓杰,吴胜兴.关于结构静力弹塑性分析(Push-over)的探讨[J].现代地震工程进展,2000(5):18-20.
[16] 熊向阳.建筑结构静力弹塑性分析Pushover方法[D].同济大学硕士学位论文,2000(7):30-31.
[17] 尹华伟,汪梦甫,周锡元:结构静力弹塑性分析方法的研究和改进[J],工程力学,2000(9):26-27.
[18] 方鄂华,钱稼茹,赵作周.静力弹塑性分析与时程分析[C].第十五届全国高层建筑结构学术交流会论文,1998:35-36.
[19] 小谷俊介.日本.基于性能结构抗震设计方法的发展[J].建筑结构,2000,6(5):44-46.
[20] 朱杰江,吕西林,容柏生.复杂体型高层结构的推覆分析方法和应用明[J].地震工程与工程振动,2003,23(2):26-36.
[21] 吴素静.Pushover分析及时程分析在实际结构工程中的应用与研究[D].西安建筑科技大学硕士学位,2002:22-23.
[22] 史铁花,韦承积:振型分解法中合理振型数的确定[J],建筑科学,2002,18 (2):43-44.
[23] 何浩祥,李宏男:基于规范弹性反应谱建立需求谱的方法[J],世界地震工程,2002(18):43-44.
[24] 李森楠.ETABS入门与工程应用[M].联邦工程顾问股份有限公司,2003.
[25] ETABS中文版使用指南[M],中国建筑标准设计研究院编著,中国建筑工业出版社,2000.
[26] 熊向阳,戚震华.用静力弹塑性分析Pushover方法评估建筑结构的抗震性能[J].工程力学.2001增刊.
[27] 建筑抗震设计规范(GB50011-2001)[M],中华人民工和国国家标准,1994.
[28] 王亚勇.关于设计反应谱、时程法和能量方法的讨论[J],建筑结构学报,2000,2(3):42-45.
[29] 胡幸贤:地震工程学,地震出版社,1988学,Vol.20,No:4,2003.8:55-57.
[30] 王理,王亚勇,程绍革.空间结构非线性静力分析的工程应用[J]建筑结构学报,2000,21(1):55-58.
[31] 王亚勇.我国2000年工程抗震设计模式规范基本问题研究综述[J].建筑结构学报,2000,21(1):49-51.
[32] 尹华伟,王梦甫,周锡元.结构静力弹塑性分析方法的研究和改进[J]工程力学,2003,20(4):47-49.
[33] 程绍革,王理等.弹塑性时程分析方法及其应用[J].建筑结构学报,2000,21(1):44-56.
[34] 黄炳生,邹晋华.时程分析方法中有关地震波选用的几个注意问题[J]工业建筑,2001,31(1):77-78.
[35] 王磊,李家宝.高层结构精确计算法[M].上海科学出版社,1998.
[36] 王亚勇.结构抗震时程分析法输入地震记录的选择方法及其应用[J].建筑结构,1992,21(2):23-25.
[37] 建筑抗震设计规范(GB50011-2001)[M].国家标准抗震规范管理组,2002.
[38] 方鄂华,何国松,容柏生,张文华.广州天王中心大厦弹塑性地震反应分析明[J].建筑结构学报.2000,21(6):143-147.
[39] 钢结构设计规范,GB50017-2003,中华人民共和国国家标准,北京:中国建筑土业出版社,2003.
[40] 包世华,方鄂华,高层建筑结构设计[M],清华大学出版社,1985.
[41] Miranda E, Garcia JG. Evaluation of approximate methods to estimate maximum inelastic displacement demands Earthquake Engineering and Structural Dynamics, 2002;,31: 539-560.
[42] Simon Kim, Enzo D'Amore Pushover Analysis Proeedure[J].in Earthquake Engineering Earthquake Spectrum, 1999,15(3):417-434.
[43] Tom Paulay:An estimate of displacement limits for ductile systems[J], Earthquake Engineering and Structural Dynamics, 2002, 31,583-599.
[44] Elnashai AS, Elghazouli AY. Performance of composite steel/concrete members under earthquake loading, Part Ⅰ: Analytical model. Earthquake Engineering and Structural Dynamics 1993;22(4):315-345.
[45] Broderick BM, Elnashai AS. Seismic resistance of composite beam-columns in multi-storey structures, Part 2: Analytical model and discussion of results. Journal of Construction Steel Research 1994;30(3):231-258.
[46] Elnashai AS, Pinho R. Repair and retrofitting of RC walls using selective techniques. Journal of Earthquake Engineering 1998;2(4):52-68.
[47] M. S. Medhekar, D. J. L. Kennedy. Displacement-basedseismic design of building[J], Engineering Structures,2002,20,201-209.
[48] Panagiotakos TB, Fardis MN. Effect of column capacity design on earthquake response of reinforced concrete buildings. Journal of Earthquake Engineering 1998;2(1): 113-45.
[49] Martinez-Rueda JE, Elnashai AS. Confined concrete model under cyclic load. Materials and Structures 1997;30(197):139-47.
[50] Elnashai AS, Izzuddin BA. Modelling of material nonlinearities in steel structures subjected to transient dynamic loading. Earthquake Engineering and Structural Dynamics 1993;22:509-32.
[51] Vojko Kilar,Peter Fajfar. Simple pushover analysis of asymmetric buildings [J].Earthquake Engineering and Structural Dynamics, 1997, 26(2):233-249.
[52] Vojko Kilar,Peter Fajfar. Simplified pushover analysis of building structures[C]. 11th Word Conference on Earthquake Engineering,Mexico, 1996,198-211.
[53] Giuseppe Faella.Evalution of the R/C structures seismic response by means of nonlinear static pushover analysis[C], 1th World Conference on Earthquake Engineering;Mexico, 1996,415-430 2003,32(6):36-38.
[54] 钮泽纂.非结构地震反应和抗震措施[J].工程抗震,1993,7(3):248-356.
[55] 周云,安宇,梁兴文.基于性态的抗震设计理论和方法的研究与发展[J].世界地震工程,2001,17(2):344-347.
[56] 汪梦甫,周锡元.高层建筑结构抗震弹塑性简化方法的研究及其应用[J].计算力学学报,2002,19(4):261-265.
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