某轨道交通上部续建结构减隔震技术的应用
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摘要
针对某轨道交通续建结构设防烈度从6度提高到7度,现有结构和原设计续建结构已不能满足新规范要求,提出了相应的减隔震措施。采用有限元软件MIDAS Gen进行建模及非线性时程分析,对比了结构加减隔震装置前后在多遇、设防、罕遇地震作用下的层间位移角、楼层剪力等地震响应结果。计算分析了减隔震模型的附加阻尼比、结构整体塑性铰开展情况及铅芯隔震支座与黏滞阻尼器的滞回曲线。结果表明:应用减隔震措施后,结构的周期延长、地震下附加阻尼比增大,层间位移角、楼层剪力等地震响应显著减小并能够满足新规范要求。从结构整体塑性铰开展情况可得:在设防地震下结构刚进入屈服状态,在罕遇地震下结构处于屈服状态且远小于倒塌。由滞回曲线可以看出,铅芯隔震支座与黏滞阻尼器表现出良好的耗能能力,布置合理。为减隔震措施在解决轨道交通续建结构设防烈度提高的问题上提供了成功的工程案例,为续建结构的减隔震提供一定的借鉴参考。
As the fortification intensity was increased from 6 to 7 degrees of a new upper RC-frame structure on the existing RC-frame platform, the existing structure and the original design new upper RC-frame structure can no longer meet the requirements of the new code. Corresponding measures to reduce and isolate earthquakes were proposed. Finite element software MIDAS Gen was used to conduct nonlinear time history analyses, and contrasting the frequencies, fortification and rare earthquake responses before and after the shock attenuation and isolation device structure. In addition, the additional damping ratio, development of the overall plastic hinge of the reduced isolation model and the hysteretic loop curve of the lead rubber bearings and viscous damper are calculated and analyzed. Results show that after the application of the shock attenuation and isolation devices, the structural period is prolonged, the additional damping ratio is increased, the inter-story displacement angle, floor shear force and other seismic responses are significantly reduced and can meet the requirements of the new code. It can be obtained from the development of the overall plastic hinge of the structure that the structure just enters the yield state under the fortification earthquake, and the structure is in the yield state and far less than collapse under the rare earthquake. It can be seen from the hysteretic loop curves that the lead rubber bearing and viscous damper show good energy dissipation capacity and their position are reasonable, which provides a successful engineering case for anti-seismic measures to solve the problem of increasing the fortification intensity of the new upper RC-frame structure on the existing RC-frame platform, and provides some references for the anti-seismic measures of the new upper structure.
As the fortification intensity was increased from 6 to 7 degrees of a new upper RC-frame structure on the existing RC-frame platform, the existing structure and the original design new upper RC-frame structure can no longer meet the requirements of the new code. Corresponding measures to reduce and isolate earthquakes were proposed. Finite element software MIDAS Gen was used to conduct nonlinear time history analyses, and contrasting the frequencies, fortification and rare earthquake responses before and after the shock attenuation and isolation device structure. In addition, the additional damping ratio, development of the overall plastic hinge of the reduced isolation model and the hysteretic loop curve of the lead rubber bearings and viscous damper are calculated and analyzed. Results show that after the application of the shock attenuation and isolation devices, the structural period is prolonged, the additional damping ratio is increased, the inter-story displacement angle, floor shear force and other seismic responses are significantly reduced and can meet the requirements of the new code. It can be obtained from the development of the overall plastic hinge of the structure that the structure just enters the yield state under the fortification earthquake, and the structure is in the yield state and far less than collapse under the rare earthquake. It can be seen from the hysteretic loop curves that the lead rubber bearing and viscous damper show good energy dissipation capacity and their position are reasonable, which provides a successful engineering case for anti-seismic measures to solve the problem of increasing the fortification intensity of the new upper RC-frame structure on the existing RC-frame platform, and provides some references for the anti-seismic measures of the new upper structure.
引文
[1]莲田常雄,国弘仁.利用铁路上部空间建筑物的结构设计[J].钢结构, 1997, 12(1):28-35.
[2]赵新卫,栾锡富,彭凌云.层间隔震技术在地铁车辆段大平台上部土地开发上的应用研究[J].世界地震工程,2005(2):110-114.
[3]曲哲,中泽俊幸.建筑隔震技术在日本的发展与应用[J].城市与减灾, 2016(5):56-63.
[4]周云,刘季.耗能减震技术研究与应用进展[J].世界地震工程, 1995(1):20-28.
[5]景铭,戴君武.消能减震技术研究应用进展侧述[J].地震工程与工程振动, 2017, 37(3):103-110.
[6]薛涛,邢国雷.某高层框架剪力墙结构减震性能分析[J].世界地震工程, 2015, 31(4):135-138.
[7]周福霖,张颖,谭平.层间隔震体系的理论研究[J].土木工程学报, 2009, 42(8):1-8.
[8]高德志,荣萌,赵继.消能减震和隔震技术在MIDAS Gen中的应用[J].建筑结构, 2013, 43(S1):842-845.
[9]周福霖,张颖,谭平.层间隔震体系的理论研究[J].土木工程学报, 2009, 42(8):1-8.
[10]候高峰,王建国,张茂.基于MDAS/GEN高层建筑结构静力弹塑性分析[J].合肥工业大学学报,2008,31(10):1664-1667.
[2]赵新卫,栾锡富,彭凌云.层间隔震技术在地铁车辆段大平台上部土地开发上的应用研究[J].世界地震工程,2005(2):110-114.
[3]曲哲,中泽俊幸.建筑隔震技术在日本的发展与应用[J].城市与减灾, 2016(5):56-63.
[4]周云,刘季.耗能减震技术研究与应用进展[J].世界地震工程, 1995(1):20-28.
[5]景铭,戴君武.消能减震技术研究应用进展侧述[J].地震工程与工程振动, 2017, 37(3):103-110.
[6]薛涛,邢国雷.某高层框架剪力墙结构减震性能分析[J].世界地震工程, 2015, 31(4):135-138.
[7]周福霖,张颖,谭平.层间隔震体系的理论研究[J].土木工程学报, 2009, 42(8):1-8.
[8]高德志,荣萌,赵继.消能减震和隔震技术在MIDAS Gen中的应用[J].建筑结构, 2013, 43(S1):842-845.
[9]周福霖,张颖,谭平.层间隔震体系的理论研究[J].土木工程学报, 2009, 42(8):1-8.
[10]候高峰,王建国,张茂.基于MDAS/GEN高层建筑结构静力弹塑性分析[J].合肥工业大学学报,2008,31(10):1664-1667.