自复位摩擦耗能支撑的套管长度误差对多层结构地震响应的影响
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摘要
试验表明,由于自复位摩擦耗能支撑(SCED)内外管的长度误差,会导致支撑初始刚度的试验结果小于理论值,由此可能会对采用SCED的支撑框架地震响应产生一定影响。基于SCED的构造和工作原理,讨论内外管长度误差对支撑初始刚度的影响,并得到SCED初始刚度的折减范围是(50%~100%)理论值。然后以此为依据,分别建立支撑初始刚度为50%、75%和100%的3层和9层的SCED钢框架,同时选取22条地震波以用于模型的非线性时程分析,结果表明:支撑初始刚度的折减对9层SCED框架最大层间位移角的影响要小于3层SCED框架;结构的最大层间位移角会随支撑初始刚度的折减而增加,但不会影响结构的自复位能力;支撑初始刚度的折减会减小9层SCED框架的层加速度,但对3层SCED框架却没有显著的影响。
According to experiment results, the length tolerances between inner and outer tube of self-centering energy dissipative(SCED) brace leads to a reduction of initial stiffness of the brace, compared with its theoretical value. This may have influence on the seismic response of SCED braced frame. Based on the configuration and working mechanism of SCED, the influence of length tolerances of inner and outer tube to the initial stiffness of the brace is discussed, and the theoretical reduction range of initial stiffness of SCED is acquired(50% ~ 100%). Based on this, 3-storey and 9-storey SCED steel frames with brace's initial stiffness to be 50%, 75% and 100% are established respectively. In the meantime, 22 ground motions are chosen to perform non-linear time historey analysis of the models. The results demonstrate that, the reduction of brace's initial stiffness has less influence to the inter-storey drift ratio of 9-storey SCED steel frame than that of 3-storey SCED steel frame; the maximum inter-storey drift ratio goes up with the reduction of brace's initial stiffness, however, the self-centering capacity of the structure stays the same; the reduction of brace's initial stiffness diminishes the storey acceleration of the 9-storey SCED frame, while it has no significant influence on the 3-storey SCED frame.
According to experiment results, the length tolerances between inner and outer tube of self-centering energy dissipative(SCED) brace leads to a reduction of initial stiffness of the brace, compared with its theoretical value. This may have influence on the seismic response of SCED braced frame. Based on the configuration and working mechanism of SCED, the influence of length tolerances of inner and outer tube to the initial stiffness of the brace is discussed, and the theoretical reduction range of initial stiffness of SCED is acquired(50% ~ 100%). Based on this, 3-storey and 9-storey SCED steel frames with brace's initial stiffness to be 50%, 75% and 100% are established respectively. In the meantime, 22 ground motions are chosen to perform non-linear time historey analysis of the models. The results demonstrate that, the reduction of brace's initial stiffness has less influence to the inter-storey drift ratio of 9-storey SCED steel frame than that of 3-storey SCED steel frame; the maximum inter-storey drift ratio goes up with the reduction of brace's initial stiffness, however, the self-centering capacity of the structure stays the same; the reduction of brace's initial stiffness diminishes the storey acceleration of the 9-storey SCED frame, while it has no significant influence on the 3-storey SCED frame.
引文
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[11]赵林.屈曲约束支撑钢框架设计及抗震性能研究[D].西安:西安建筑科技大学,201 1(Zhao Lin.The design and seismic performance analysis of buckling restrained braced steel frame[D].Xi'an:Xi'an University of Architecture&Technology,2011(in Chinese))
[12]Tremb lay R,Lacerte M,Christopoulos C.Seismic response of multistorey buildings with self-centering energy dissipative steel braces[J].Journal of Structural Engineering,2008:134(1):108–120
[13]曲哲.摇摆墙-框架结构抗震损伤机制控制及设计方法研究[D].北京:清华大学,2010(Qu Zhe.Study on seismic damage mechanism control and design of rocking wallframe structures[D].Beijing:Tsinghua University,2010(in Chinese))
[2]Rojas P,Ricles J M,Sause R.Seismic performance of post-tensioned steel moment resisting frames with friction devices[J].Journal of structural engineering,2005,131(4):529-540
[3]Chou C C,Chen J H.Analytical model validation and influence of column bases for seismic responses of steel post-tensioned self-centering MRF systems[J].Engineering Structures,2011,33(9):2628-2643
[4]Christopoulos C,Tremblay R,Kim H J,et al.Self-centering energy dissipative bracing system for the seismic resistance of structures:development and validation[J].Journal of structural engineering,2008,134(1):96-107
[5]曾鹏,陈泉,王春林,等.全钢自复位屈曲约束支撑理论与数值分析[J].土木工程学报,2013,46(S1):19-24(Zeng Peng,Chen Quan,Wang Chunlin,et al.Theoretical and numerical investigations on an all-steel self-centering buckling-restrained brace[J].China Civil Engineering Journal,2013,46(S1):19-24(in Chinese))
[6]Miller D J,Fahnestock L A,Eatherton M R.Development and experimental validation of a nickel–titanium shape memory alloy self-centering buckling-restrained brace[J].Engineering Structures,2012,40:288-298
[7]Zhou Z,He X T,Wu J,et al.Development of a novel selfcentering buckling-restrained brace with BFRP composite tendons[J].Steel and Composite Structures,2014,16(5):491-506
[8]Erochko J A.Improvements to the Design and Use of PostTensioned Self-Centering Energy-Dissipative(SCED)Braces[D].Toronto,Canada:University of Toronto,2013
[9]Ohtori Y,Christenson R E,Spencer B F.Benchmark control problems for seismically excited nonlinear buildings[J].Journal of Engineering Mechanics.2004,130(4):366-385
[10]贾明明.抑制屈曲支撑(BRB)及采用BRB的钢框架抗震性能分析与设计[D].哈尔滨:哈尔滨工业大学,2008(Jia Mingming.Seismic performance anslysis and design of buckling-restrained brace(BRB)and the steel frame with BRB[D].Harbin:Harbin Institute of Technology,2008(in Chinese))
[11]赵林.屈曲约束支撑钢框架设计及抗震性能研究[D].西安:西安建筑科技大学,201 1(Zhao Lin.The design and seismic performance analysis of buckling restrained braced steel frame[D].Xi'an:Xi'an University of Architecture&Technology,2011(in Chinese))
[12]Tremb lay R,Lacerte M,Christopoulos C.Seismic response of multistorey buildings with self-centering energy dissipative steel braces[J].Journal of Structural Engineering,2008:134(1):108–120
[13]曲哲.摇摆墙-框架结构抗震损伤机制控制及设计方法研究[D].北京:清华大学,2010(Qu Zhe.Study on seismic damage mechanism control and design of rocking wallframe structures[D].Beijing:Tsinghua University,2010(in Chinese))
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