软钢阻尼器对底部大空间结构的减震分析
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摘要
随着城市化进程的加快,人们对居住环境和房屋使用空间的要求也越来越高,底部大空间结构在建筑形式上可以提供灵活的布置空间,同时具有较好的经济效益,由于其在使用功能上的优越性,在临街建筑中得到了普遍采用。然而,“上刚下柔,头重脚轻”是底部大空间结构的一个较明显的弱点,本文通过对安装软钢阻尼器的底部大空间结构进行非线性地震反应分析,考察软钢阻尼器在这种结构中的减震效果,得出结论,供设计参考。本文主要对以下内容进行了研究：
1.建立底部大空间结构的分析模型,采用有限元分析软件ID ARC对所建立的结构模型进行非线性地震反应分析,探讨结构整体作用的抗震性能。
2.对结构模型进行动力时程分析,得出结构模型在地震作用下的水平位移、层间位移角、层间剪力、位移和加速度时程曲线及减震率,分析软钢阻尼器对结构抗震性能的影响,同时探讨阻尼器安装方案的优化配置。
3.通过对结构模型进行Pushover分析,得出结构模型的四种侧向力分布曲线、层间推覆曲线、塑性铰的分布等,进一步探讨软钢阻尼器对底部大空间结构的减震影响。
4.通过改进能力谱方法对结构模型进行抗震性能评估,并与动力时程分析的误差进行比较。
5.研究底部大空间结构在加入软钢阻尼器后的滞回特征与损伤。
With the acceleration of urbanization process, people living environment and housing space requirements are getting higher and higher, the bottom of the form of large space structures in architecture can provide a flexible arrangement of space, also has good economic benefits, because of its using the functional superiority of the street construction has been widely used. However, "Just under the soft, top-heavy" is a large space at the bottom of the structure of a more obvious weakness of this paper, through the installation of mild steel dampers in the bottom of the large space structure of non-linear seismic response analysis, examining mild steel dampers in such a structure The damping effect, draw conclusions for the design.This paper conducted a study of the following:
1. To establish the bottom of the analysis model of large space structures using finite element analysis software ID ARC established structural model of the nonlinear seismic response analysis to examine the overall impact of structural seismic performance.
2. For the structure model, dynamic time-history analysis, seismic structure model obtained under the action of horizontal displacement, story drift angle, interlaminar shear, displacement and acceleration time history analysis mild steel dampers on the seismic performance of impact damper installed at the same time to explore the optimal allocation of the program.
3. Through the structure model Pushover analysis, four kinds of structural models obtained lateral force distribution curve, between layers thrust curve, the distribution of plastic hinges and so on, and further explore the mild steel damper on the bottom of the large space structures by shocked.
4. Through improved capacity spectrum method for seismic performance evaluation structure model and with the dynamic time-history analysis of the errors were compared.
5. Study the structure of the bottom of the large space by adding mild steel hysteretic damper characteristics and post-injury.
1.建立底部大空间结构的分析模型,采用有限元分析软件ID ARC对所建立的结构模型进行非线性地震反应分析,探讨结构整体作用的抗震性能。
2.对结构模型进行动力时程分析,得出结构模型在地震作用下的水平位移、层间位移角、层间剪力、位移和加速度时程曲线及减震率,分析软钢阻尼器对结构抗震性能的影响,同时探讨阻尼器安装方案的优化配置。
3.通过对结构模型进行Pushover分析,得出结构模型的四种侧向力分布曲线、层间推覆曲线、塑性铰的分布等,进一步探讨软钢阻尼器对底部大空间结构的减震影响。
4.通过改进能力谱方法对结构模型进行抗震性能评估,并与动力时程分析的误差进行比较。
5.研究底部大空间结构在加入软钢阻尼器后的滞回特征与损伤。
With the acceleration of urbanization process, people living environment and housing space requirements are getting higher and higher, the bottom of the form of large space structures in architecture can provide a flexible arrangement of space, also has good economic benefits, because of its using the functional superiority of the street construction has been widely used. However, "Just under the soft, top-heavy" is a large space at the bottom of the structure of a more obvious weakness of this paper, through the installation of mild steel dampers in the bottom of the large space structure of non-linear seismic response analysis, examining mild steel dampers in such a structure The damping effect, draw conclusions for the design.This paper conducted a study of the following:
1. To establish the bottom of the analysis model of large space structures using finite element analysis software ID ARC established structural model of the nonlinear seismic response analysis to examine the overall impact of structural seismic performance.
2. For the structure model, dynamic time-history analysis, seismic structure model obtained under the action of horizontal displacement, story drift angle, interlaminar shear, displacement and acceleration time history analysis mild steel dampers on the seismic performance of impact damper installed at the same time to explore the optimal allocation of the program.
3. Through the structure model Pushover analysis, four kinds of structural models obtained lateral force distribution curve, between layers thrust curve, the distribution of plastic hinges and so on, and further explore the mild steel damper on the bottom of the large space structures by shocked.
4. Through improved capacity spectrum method for seismic performance evaluation structure model and with the dynamic time-history analysis of the errors were compared.
5. Study the structure of the bottom of the large space by adding mild steel hysteretic damper characteristics and post-injury.
引文
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[4]周福霖.工程结构减震控制[M].北京：地震出版社,1997
[5]Chia-Ming Uang, Bertero Vitelmo V. Use of Energe as a Design Criterionin Earthquake-Resistant Design[R]. Report No. UCB/eerc-88/18. Earthquake Engineering Research Center, University of California, Berkeley,1988
[6]周云,周福霖.耗能减震提携的能量设计方法[J].世界地震工程,1997,13(4)
[7]Park Y J, Ang A H. Mechanism Damage Model for Reinforced Concrete[J]. Journal of Structural Engineering, ASCE,1985,111(4)
[8]Bracci J M, Reinborn A M. Deterministic Model for Seismic Damage Evaluation of Reinforced Concrete Structures[R]. Report NCEER89-003, State University of New York at Buffalo,1989
[9]Mccable S L, Hall W J. Assessment of Seismic Structure Damage[J]. Journal of Structure Engineering, ASCE,1989,115(9)
[10]胡聿贤.地震工程学[M].北京：地震出版社.1988
[11]罗奇峰、王玉梅.从近几年震害总结中提出的结构性能设计理论[J].工程抗震.2001, (2)3-7
[12]周云.金属耗能减震结构设计[M].武汉理工大学出版社,2006
[13]张新培.钢筋混凝土抗震结构非线性分析[M].科学出版社,2003
[14]Freeman S A. Development and use of Capacity Spectrummethod[C]//Proc.6 th US Conf. On Earthquake Engineering. Washington Berkeley, Seattle,1998
[15]管民生.Pushover分析方法研究[J].广东工业大学学报.2009,(6)：2-6
[16]Anil K Chopra, Rakish K Goel. Capacity demand diagram methord for estimating seismic deformation of inelastic structures:SDOF System[R]. University of California, Berkeley, PEER Report 1999/02
[17]Peter Fajfar. Capacity spectrum method based on inelastic demand spectra[J]. Earthquake Engineering and Structural Dynamics,1999,28(9):979～993
[18]彪仿俊、阎晓明、陈志强、王传甲、王庆阳.动力弹塑性时程分析的方法及其应用[J].深圳土木与建筑,2006(3)
[19]李泉江、安令石、韩利辉.中国科技信息,2009(8)
[20]杨栋,丁大均,宰金珉.钢筋混凝土框架结构的地震损伤分析[J].南京建筑工程学院学报,1995(4)：8-12
[21]田洁,周楠.填充墙框架结构在地震作用下的滞回特性与损伤分析[J].西安建筑科技大学学报(自然科学版),2008(4)：189～195
[22]王广军.地震破坏等级的工程划分及应用[J].四川建筑科学研究,1993,8(3)：31～35
[23]Whitman R V, Hong J T, Reed J W. Damage statistics for high rise building in the vicintity of the San Fernando earthquake. Dept. Civ. Engrg. MIT, Research Report.1993,23～25
[24]URS/Blume J A, et al. Effects prediction guide lines for structure subjected to ground motion. San Francisco C. A.1975
[25]Toussi S, Yao J T P, Chen W F. A damage indicator for reinforced concrete frames. J. ACI,1984, 81(2):260～267
[26]Gosain N K, Brown R H, Jirsa J O. Shear requirement for load reversal on R/C members. J. Struct. ASCE,1977,103(7):1461～1476
[27]Loh C H, Ho R C. Seismic damage assessment based on different hysteretic rules. Earthquake Engrg. Struct. Dyn,1990,19(9):753～771
[28]Banon H, Biggs J M, Lruine H M. Seismic damage in R/C frames. J. Struct. ASCE,1981,107(8): 1713～1729
[29]Park Y J, Ang A H S, Wen Y K. Seismic damage analysis of reinforced concrete building. J. Struct. Engrg,1985,111(4):772～739
[30]R.E. Valles, A. M. Reinhorn, S.K. Kunnath, C.Li, and A. Madan.IDARC 2D Version 4.0: A Program for the Inelastic Damage Analysis of Buildings. Technical Report NCEER-96-0010. January 8,1996.
[31]Roufaiel M S L, Meyer C, Analytical modeling of hysteretic behavior of R/C frames. J. Struct. Engrg. ASCE,1987,113(3):429～444
[32]Betero V V, Bresler B. Developing methodlegies for evaluation the earthquake safety of existing buildings. Rep No UCB 71-73 University of California Berkeley,1971
[33]Chung YS, Meyer C, Shinozwha M. Modeling of concrete damage. J. Struct. ACI,1989,86(3); 259～270
[34]吴波,欧进萍.钢筋混凝土结构在主余震作用下的反应与损伤分析[J].建筑结构学报,1993,14(10)：45～53
[35]R.E. Valles, A. M. Reinhorn, S.K. Kunnath, C.Li, and A. Madan.IDARC 2D Version 4.0: A Program for the Inelastic Damage Analysis of Buildings. Technical Report NCEER-96-0010. January 8,1996
[36]Applied Technology Council.Seismic evaluation and etofit of concete building[R]. Report
ATC-40,1996
[37]FEMA273, FEMA274. NEHP Commentay on the guidelines fo the ehabilitation of building [R], 1996
[38]小古俊介.日本基于性能结构抗震设计方法的进展[J].建筑结构,2000,30(6)：3-9
[39]GB50011-2001,中华人民共和国国家标准,建筑结构抗震设计规范[S].北京：中国建筑工业出版社,2002
[40]魏中峰.框架结构梁中塑性铰的设置[J].建筑设计,2002(4)：39～40
[41]侯爽,欧进萍.结构Pushover分析的侧向力分布及高阶振型影响[J].地震工程与工程振动,2004(3)：90～97
[42]ATC-40. Seismic evaluation and retrofit of concrete buildings[R]. Applied Technology Council. Red Woo City. California,1996
[43]FEMA274. NEHRP guidelines for the rehabilitation of buildings[R]. Federal Emergency Managemer Agency. Washingtion, D.C.September,1996
[44]Freeman S.A., NicolettiJ.P., Turell J.V.Evaluations of Existing Buildings for Seismic Risk-A Case Study of Puget Sound Naval Shipyard Bremerton. Washington, Proc. of the US National Conf. on Earthquake Engineering. Berkeley, California,1975
[45]Freeman S.A. Development and Use of Capacity Spetrum Method. Proc.6th US Conf. on Earthquake Engineering. Seattle, Washington,1998
[46]Applied Technology Council (ATC), Seismic Evaluation and Retrofit of Existing Concrete Buildings, ATC-40,1996
[47]Chopra.A.K, Geol.R.K. Capacity-demand-diagram methods for estimating seismic deformation of inelastic structures:SDF systems[R]. Rep.No. PEER-1999/02, Pacific Earthquake Engrg. Res. Ctr., University of California, Berkeley, Calif.1999
[48]何政等.钢筋混凝土结构基于改进能力谱法的地震损伤性能设计[J].地震工程和工程振动,20(2),2000
[49]叶献国.多层建筑结构抗震性能的近似评估—改进的能力谱方法[J].工程抗震,4,1998
[50]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,18(3),2002
[51]Hudson, D. E. (1965). Equivalent viscous friction for hysteretic systems with earthquake-likeexcitations. Proceedings of Third World Conference on Earthquake Engineering 11:185-202.
[2]刘季,周云.结构振动控制的研究与应用状况(上)——基础隔震与耗能减震技术[J].哈尔滨建筑大学学报,1995,28(4)
[3]刘季,周云.结构振动控制的研究与应用状况(下)——主动控制、混合控制及半主动控制[J].哈尔滨建筑大学学报,1995,28(5)
[4]周福霖.工程结构减震控制[M].北京：地震出版社,1997
[5]Chia-Ming Uang, Bertero Vitelmo V. Use of Energe as a Design Criterionin Earthquake-Resistant Design[R]. Report No. UCB/eerc-88/18. Earthquake Engineering Research Center, University of California, Berkeley,1988
[6]周云,周福霖.耗能减震提携的能量设计方法[J].世界地震工程,1997,13(4)
[7]Park Y J, Ang A H. Mechanism Damage Model for Reinforced Concrete[J]. Journal of Structural Engineering, ASCE,1985,111(4)
[8]Bracci J M, Reinborn A M. Deterministic Model for Seismic Damage Evaluation of Reinforced Concrete Structures[R]. Report NCEER89-003, State University of New York at Buffalo,1989
[9]Mccable S L, Hall W J. Assessment of Seismic Structure Damage[J]. Journal of Structure Engineering, ASCE,1989,115(9)
[10]胡聿贤.地震工程学[M].北京：地震出版社.1988
[11]罗奇峰、王玉梅.从近几年震害总结中提出的结构性能设计理论[J].工程抗震.2001, (2)3-7
[12]周云.金属耗能减震结构设计[M].武汉理工大学出版社,2006
[13]张新培.钢筋混凝土抗震结构非线性分析[M].科学出版社,2003
[14]Freeman S A. Development and use of Capacity Spectrummethod[C]//Proc.6 th US Conf. On Earthquake Engineering. Washington Berkeley, Seattle,1998
[15]管民生.Pushover分析方法研究[J].广东工业大学学报.2009,(6)：2-6
[16]Anil K Chopra, Rakish K Goel. Capacity demand diagram methord for estimating seismic deformation of inelastic structures:SDOF System[R]. University of California, Berkeley, PEER Report 1999/02
[17]Peter Fajfar. Capacity spectrum method based on inelastic demand spectra[J]. Earthquake Engineering and Structural Dynamics,1999,28(9):979～993
[18]彪仿俊、阎晓明、陈志强、王传甲、王庆阳.动力弹塑性时程分析的方法及其应用[J].深圳土木与建筑,2006(3)
[19]李泉江、安令石、韩利辉.中国科技信息,2009(8)
[20]杨栋,丁大均,宰金珉.钢筋混凝土框架结构的地震损伤分析[J].南京建筑工程学院学报,1995(4)：8-12
[21]田洁,周楠.填充墙框架结构在地震作用下的滞回特性与损伤分析[J].西安建筑科技大学学报(自然科学版),2008(4)：189～195
[22]王广军.地震破坏等级的工程划分及应用[J].四川建筑科学研究,1993,8(3)：31～35
[23]Whitman R V, Hong J T, Reed J W. Damage statistics for high rise building in the vicintity of the San Fernando earthquake. Dept. Civ. Engrg. MIT, Research Report.1993,23～25
[24]URS/Blume J A, et al. Effects prediction guide lines for structure subjected to ground motion. San Francisco C. A.1975
[25]Toussi S, Yao J T P, Chen W F. A damage indicator for reinforced concrete frames. J. ACI,1984, 81(2):260～267
[26]Gosain N K, Brown R H, Jirsa J O. Shear requirement for load reversal on R/C members. J. Struct. ASCE,1977,103(7):1461～1476
[27]Loh C H, Ho R C. Seismic damage assessment based on different hysteretic rules. Earthquake Engrg. Struct. Dyn,1990,19(9):753～771
[28]Banon H, Biggs J M, Lruine H M. Seismic damage in R/C frames. J. Struct. ASCE,1981,107(8): 1713～1729
[29]Park Y J, Ang A H S, Wen Y K. Seismic damage analysis of reinforced concrete building. J. Struct. Engrg,1985,111(4):772～739
[30]R.E. Valles, A. M. Reinhorn, S.K. Kunnath, C.Li, and A. Madan.IDARC 2D Version 4.0: A Program for the Inelastic Damage Analysis of Buildings. Technical Report NCEER-96-0010. January 8,1996.
[31]Roufaiel M S L, Meyer C, Analytical modeling of hysteretic behavior of R/C frames. J. Struct. Engrg. ASCE,1987,113(3):429～444
[32]Betero V V, Bresler B. Developing methodlegies for evaluation the earthquake safety of existing buildings. Rep No UCB 71-73 University of California Berkeley,1971
[33]Chung YS, Meyer C, Shinozwha M. Modeling of concrete damage. J. Struct. ACI,1989,86(3); 259～270
[34]吴波,欧进萍.钢筋混凝土结构在主余震作用下的反应与损伤分析[J].建筑结构学报,1993,14(10)：45～53
[35]R.E. Valles, A. M. Reinhorn, S.K. Kunnath, C.Li, and A. Madan.IDARC 2D Version 4.0: A Program for the Inelastic Damage Analysis of Buildings. Technical Report NCEER-96-0010. January 8,1996
[36]Applied Technology Council.Seismic evaluation and etofit of concete building[R]. Report
ATC-40,1996
[37]FEMA273, FEMA274. NEHP Commentay on the guidelines fo the ehabilitation of building [R], 1996
[38]小古俊介.日本基于性能结构抗震设计方法的进展[J].建筑结构,2000,30(6)：3-9
[39]GB50011-2001,中华人民共和国国家标准,建筑结构抗震设计规范[S].北京：中国建筑工业出版社,2002
[40]魏中峰.框架结构梁中塑性铰的设置[J].建筑设计,2002(4)：39～40
[41]侯爽,欧进萍.结构Pushover分析的侧向力分布及高阶振型影响[J].地震工程与工程振动,2004(3)：90～97
[42]ATC-40. Seismic evaluation and retrofit of concrete buildings[R]. Applied Technology Council. Red Woo City. California,1996
[43]FEMA274. NEHRP guidelines for the rehabilitation of buildings[R]. Federal Emergency Managemer Agency. Washingtion, D.C.September,1996
[44]Freeman S.A., NicolettiJ.P., Turell J.V.Evaluations of Existing Buildings for Seismic Risk-A Case Study of Puget Sound Naval Shipyard Bremerton. Washington, Proc. of the US National Conf. on Earthquake Engineering. Berkeley, California,1975
[45]Freeman S.A. Development and Use of Capacity Spetrum Method. Proc.6th US Conf. on Earthquake Engineering. Seattle, Washington,1998
[46]Applied Technology Council (ATC), Seismic Evaluation and Retrofit of Existing Concrete Buildings, ATC-40,1996
[47]Chopra.A.K, Geol.R.K. Capacity-demand-diagram methods for estimating seismic deformation of inelastic structures:SDF systems[R]. Rep.No. PEER-1999/02, Pacific Earthquake Engrg. Res. Ctr., University of California, Berkeley, Calif.1999
[48]何政等.钢筋混凝土结构基于改进能力谱法的地震损伤性能设计[J].地震工程和工程振动,20(2),2000
[49]叶献国.多层建筑结构抗震性能的近似评估—改进的能力谱方法[J].工程抗震,4,1998
[50]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,18(3),2002
[51]Hudson, D. E. (1965). Equivalent viscous friction for hysteretic systems with earthquake-likeexcitations. Proceedings of Third World Conference on Earthquake Engineering 11:185-202.