高层建筑结构非线性地震反应分析
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摘要
随着我国城市建设的发展,近年来出现了越来越多的复杂高层建筑结构,有不少复杂高层建筑结构超出了现行规范的要求。对于此类结构,和一般的建筑结构相比,其受力情况比较复杂,难于在结构设计时预见结构的薄弱环节和破坏形态。因此,研究复杂高层建筑结构的抗震性能是十分必要的。本文以一实际工程作为背景,针对两种基于性能的抗震设计方法:动力非线性分析及静力非线性分析方法,开展了以下几方面的研究:
(1)对现有梁、柱、剪力墙非线性单元模型进行了综合比较分析,在现有纤维模型的基础上,结合分段变刚度概念,建立了适合超高层及复杂结构非线性分析的纤维杆元模型,它由弹塑性区的纤维子单元及弹性区的弹性子单元组成,并推导了相应的刚度矩阵。
(2)模态分析:本文应用PERFORM-3D三维结构非线性分析与性能评估软件,采用本文提出的梁柱纤维杆元模型及剪力墙纤维墙元模型,建立了一栋复杂高层建筑结构的三维非线性分析模型,对该结构进行了模态分析,得到了该结构前20阶振型的频率与周期,并分析了各阶振型的特征。
(3)动力弹塑性分析:本文应用PERFORM-3D三维结构非线性分析与性能评估软件,对该高层建筑结构进行了不同地震波作用下的动力非线性时程分析。并结合该结构在不同地震波作用下的地震反应,对该结构的抗震性能进行了评估。
(4)静力弹塑性分析:本文还求解了该工程实例在三种不同水平荷载模式下的push-over计算结果,并且与动力时程分析的计算结果及反应谱分析的计算结果进行了比较。可知在弹性阶段用这三种分析方法得出的结果基本一致,在弹塑性阶段用静力和动力非线性分析方法得出的结果比较一致;说明push-over方法能对结构的弹塑性行为做出比较可靠的评估。
With the development of city construction, the number of complicated tall building structures is increasing rapidly in our country, some of which go beyond the limitations of Design Codes. As we know, due to the uneven distribution of the masses and lateral-resistant members, the complicated structures are subjected to complex forces as compared with the common buildings, it is difficult for engineers to recognize the weak parts and failure modes of these complicated structures under earthquake. So the research on their behavior under the seismic action is essential. Based on an actual engineering case, this paper focused on two methods of performance-based seismic design: dynamic nonlinear analysis and static nonlinear analysis, and developed research in several aspects as following:
(1) On the basis of summarizing the existing nonlinear element model of beam, column and shear wall, and based on fiber model and the concept of variable stiffness, this paper proposed a fiber-line-element model, which mainly was comprised of fiber-element in the elastoplastic region and elastic-element in the elastic region, and their stiffness matrixes were established.
(2) Modal analysis: This paper used the fiber model for the beam-column element and fiber-wall model for the shear wall element discussed above, a three–dimensional nonlinear analysis model of a high-rise building was established in the nonlinear analysis and performance assessment soft called PERFORM-3D. Natural frequency and natural period of the structure’s 20 order modes were obtained in modal analysis. The dynamic characteristics of the building were displayed.
(3) Dynamic nonlinear analysis: This paper used the nonlinear analysis and performance assessment soft mentioned above, the time history analysis of the high-rise building was carried out under the different seismic waves (two natural waves and one man-made wave). The seismic performance of the complicated structure was assessed in conjunction with the earthquake response under different seismic waves, thus we can have a comprehensive recognition about the seismic performances of the structure.
(4) Static nonlinear analysis: In this paper, static push-over analysis of an actual project was performed under three different distribution patterns of horizontal loads. Comparing the results of static nonlinear analysis with those of dynamic time-history analysis and response spectrum analysis, it can be seen that three methods are almost consistent in elasticity analysis phase, static nonlinear analysis and dynamic nonlinear analysis are almost consistent in nonlinear analysis phase. So push-over analysis can make reliable assessment to the nonlinear behavior of the structure.
(1)对现有梁、柱、剪力墙非线性单元模型进行了综合比较分析,在现有纤维模型的基础上,结合分段变刚度概念,建立了适合超高层及复杂结构非线性分析的纤维杆元模型,它由弹塑性区的纤维子单元及弹性区的弹性子单元组成,并推导了相应的刚度矩阵。
(2)模态分析:本文应用PERFORM-3D三维结构非线性分析与性能评估软件,采用本文提出的梁柱纤维杆元模型及剪力墙纤维墙元模型,建立了一栋复杂高层建筑结构的三维非线性分析模型,对该结构进行了模态分析,得到了该结构前20阶振型的频率与周期,并分析了各阶振型的特征。
(3)动力弹塑性分析:本文应用PERFORM-3D三维结构非线性分析与性能评估软件,对该高层建筑结构进行了不同地震波作用下的动力非线性时程分析。并结合该结构在不同地震波作用下的地震反应,对该结构的抗震性能进行了评估。
(4)静力弹塑性分析:本文还求解了该工程实例在三种不同水平荷载模式下的push-over计算结果,并且与动力时程分析的计算结果及反应谱分析的计算结果进行了比较。可知在弹性阶段用这三种分析方法得出的结果基本一致,在弹塑性阶段用静力和动力非线性分析方法得出的结果比较一致;说明push-over方法能对结构的弹塑性行为做出比较可靠的评估。
With the development of city construction, the number of complicated tall building structures is increasing rapidly in our country, some of which go beyond the limitations of Design Codes. As we know, due to the uneven distribution of the masses and lateral-resistant members, the complicated structures are subjected to complex forces as compared with the common buildings, it is difficult for engineers to recognize the weak parts and failure modes of these complicated structures under earthquake. So the research on their behavior under the seismic action is essential. Based on an actual engineering case, this paper focused on two methods of performance-based seismic design: dynamic nonlinear analysis and static nonlinear analysis, and developed research in several aspects as following:
(1) On the basis of summarizing the existing nonlinear element model of beam, column and shear wall, and based on fiber model and the concept of variable stiffness, this paper proposed a fiber-line-element model, which mainly was comprised of fiber-element in the elastoplastic region and elastic-element in the elastic region, and their stiffness matrixes were established.
(2) Modal analysis: This paper used the fiber model for the beam-column element and fiber-wall model for the shear wall element discussed above, a three–dimensional nonlinear analysis model of a high-rise building was established in the nonlinear analysis and performance assessment soft called PERFORM-3D. Natural frequency and natural period of the structure’s 20 order modes were obtained in modal analysis. The dynamic characteristics of the building were displayed.
(3) Dynamic nonlinear analysis: This paper used the nonlinear analysis and performance assessment soft mentioned above, the time history analysis of the high-rise building was carried out under the different seismic waves (two natural waves and one man-made wave). The seismic performance of the complicated structure was assessed in conjunction with the earthquake response under different seismic waves, thus we can have a comprehensive recognition about the seismic performances of the structure.
(4) Static nonlinear analysis: In this paper, static push-over analysis of an actual project was performed under three different distribution patterns of horizontal loads. Comparing the results of static nonlinear analysis with those of dynamic time-history analysis and response spectrum analysis, it can be seen that three methods are almost consistent in elasticity analysis phase, static nonlinear analysis and dynamic nonlinear analysis are almost consistent in nonlinear analysis phase. So push-over analysis can make reliable assessment to the nonlinear behavior of the structure.
引文
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[2] Chandler A M, Lam N T. Performance-Based Design in Earthquake Engineering. Journal of Structural Engineering,2001,23(12):1525-1543
[3] Javed A Munshi, Satyendra K Ghosh. Analyses of Seismic Performance of a Code Designed Reinforced Concrete Building. Journal of Structural Engineering, 1998,20(7): 608-616
[4] Ahmed Ghobarah. Performance-Based Design in Earthquake Engineering. Journal of Structural Engineering,2001,23(8): 878-884
[5] Yehuda E Kalay. Performance-Based Design. Automation in Construction,1999, 8(4):352-363
[6] A M Chandler, P A Mendis. Performance of Reinforced Concrete Frames Using Force and Displacement-Based Seismic Assessment Methods. Journal of Structural Engineering,2000,22(4):352-363
[7] 中国建筑科学研究院.建筑抗震设计规范(GB50011-2001).北京:中国建筑工业出版社,2001,26-40
[8] 李俊兰.钢筋混凝土筒体的抗震性能研究:[同济大学博士学位论文].上海:同济大学土木工程学院,2002,16-48
[9] 吕西林,金国芳,吴晓涵.钢筋混凝土结构非线性有限元理论与应用(第二版).上海:同济大学出版社,1999,109-112
[10] 吕西林,蒋欢军.一种新型耗能剪力墙的滞回曲线计算分析.地震工程与工程振动,2000,20(1),112-119
[11] 蒋欢军,吕西林.一种宏观剪力墙单元模型应用研究.地震工程与工程振动, 2003,23(1),38-43
[12] 蒋欢军.沿竖向耗能剪力墙抗震理论与应用研究:[同济大学博士学位论文].上海:同济大学土木工程学院,1999,49-86
[13] Kang-Ning Li. Multi-Spring model for 3-dimensional analyis of RC members. Structural Engineering and Mechanics,1993,1(1):17-30
[14] Park R, Paulay T. Reinforced Concrete Structures. New York: John Wiley & Sons,1975,64-68
[15] 过镇海.混凝土的强度和变形.北京:清华大学出版社,1997,56-62
[16] 黄宗明,白绍良.结构地震反应分析时程分析中的阻尼研究.土木工程学报,1998,31(2):75-79
[17] 李田.结构时程反应分析中的阻尼取值研究.土木工程学报,1997,30(3):68-73
[18] 沈小璞,肖卓.高层建筑结构动力时程响应的状态空间迭代法.建筑结构学报, 1998,26(2):67-69
[19] Freeman S A, Nicoletti J P, Tyrdl J V. Evaluation of existing buildings for seismic risk-a case study of pugert sound naval shipyard. In: Proc of 1st U.S. National Conf on Earthquake Engineering. Washington,1975,113-122
[20] SEAOC Vision 2000 Committee. Performance-based seismic engineering. In: Structural Engineering Association of California. Sacrameno,1995,10-18
[21] 叶燎原,潘文.结构静力弹塑性分析(push-over)的原理和计算实例.建筑结构学报,2000,21(1):37-42
[22] 刘军进,张普,吕志涛.静力弹塑性分析(push-over)方法在模拟伪静力试验方面的研究.建筑结构,2002,32(8):63-65
[23] 吴京,孟少平,邹滨.预应力混凝土框架结构抗震推倒分析.工业建筑, 2002,32 (10):7-9
[24] 方鄂华,何国松,容柏生等.广州天王中心大厦弹塑性地震反应分析.建筑结构学报,2000,21(6):10-15
[25] 徐永基,王润昌,鱼水滢等.陕西省信息大厦超高层结构设计和安全性分析.建筑结构学报,2002,23(1):89 -95
[26] 朱杰江,吕西林,王震波.带加强层框架-芯筒结构的非线性推覆分析.上海大学学报(自然科学版),2003,9(5):445-450
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