巨型框架振动台试验设计
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摘要
巨型结构体系是适应高层及超高层建筑发展而出现的一种新型结构体系,但目前针对巨型框架结构的相关研究较少,为了较好地研究巨型框架结构的抗震性能,按照我国工程设计规范设计了一个55层39 m×36 m×201 m高超高层巨型钢筋混凝土框架结构(7度设防、Ⅱ类场地),以此作为振动台试验原型结构,设计制作1/25的缩尺整体结构模型进行振动台试验。主要介绍了该试验模型材料的选择、动力相关系数的设计及试验方案的设计,为今后相关类型的试验提供一定的参考。
The mega-frame structure system is a new type of structural system to adapt to the development of high-rise and super high-rise buildings.However,there is less study on the mega-frame structure currently.In order to study the seismic performance of the mega-frame better,according to Chinese Engineering Design Standard,a 55 layer 39 m×36 m×201 m super high-level reinforced concrete mega-frame structure was designed in a region with 7 seismic fortification and Ⅱ site.Which was used as the scaled integral structure model of shaking table test for earthquake simulation.In order to study the seismic performance of the mega-frame better,it was described the choosing of materials for the test model,the design of the dynamic correlation coefficient and the design of the test program,which provided a reference for future related experimental design.
The mega-frame structure system is a new type of structural system to adapt to the development of high-rise and super high-rise buildings.However,there is less study on the mega-frame structure currently.In order to study the seismic performance of the mega-frame better,according to Chinese Engineering Design Standard,a 55 layer 39 m×36 m×201 m super high-level reinforced concrete mega-frame structure was designed in a region with 7 seismic fortification and Ⅱ site.Which was used as the scaled integral structure model of shaking table test for earthquake simulation.In order to study the seismic performance of the mega-frame better,it was described the choosing of materials for the test model,the design of the dynamic correlation coefficient and the design of the test program,which provided a reference for future related experimental design.
引文
[1]中国建筑科学研究院PKPM CAD工程部.用户手册及技术条件[Z].北京:中国建筑科学研究院PKPM CAD工程部,2008.
[2]JGJ3—2002高层建筑混凝土结构技术规程[S].
[3]朱伯龙.结构抗震试验[M].北京:地震出版社,1989:8-13,111-120.
[4]吕西林.复杂高层建筑结构抗震理论与应用[M].北京:科学技术出版社,2007:201-288.
[5]黄维平,邬瑞锋,张前国.配重不足时的动力试验模型与原型相似关系问题的探讨[J].地震工程与工程振动,1994,14(4):64-71
[6]邹昀,吕西林,卢文胜,等.上海环球金融中心大厦整体结构振动台试验设计[J].地震工程与工程振动,2005,25(4):54-59.
[7]叶献国,徐勤,李康宁,等.地震中受损钢筋混凝土建筑弹塑性时程分析与振动台试验研究[J].土木工程学报,2003,36(12):20-25.
[8]蒋庆.巨型框架结构的地震反应及基于小波分析的损伤研究[D].合肥:合肥工业大学,2011.
[9]赵斌,吕西林,卢文胜,等.局域大空间复杂体型高层结构整体模型振动台试验研究[J].建筑结构学报,2005(增刊):1-7.
[10]王德才.基于能量分析地震动输入选择及能量谱研究[D].合肥:合肥工业大学,2010.
[2]JGJ3—2002高层建筑混凝土结构技术规程[S].
[3]朱伯龙.结构抗震试验[M].北京:地震出版社,1989:8-13,111-120.
[4]吕西林.复杂高层建筑结构抗震理论与应用[M].北京:科学技术出版社,2007:201-288.
[5]黄维平,邬瑞锋,张前国.配重不足时的动力试验模型与原型相似关系问题的探讨[J].地震工程与工程振动,1994,14(4):64-71
[6]邹昀,吕西林,卢文胜,等.上海环球金融中心大厦整体结构振动台试验设计[J].地震工程与工程振动,2005,25(4):54-59.
[7]叶献国,徐勤,李康宁,等.地震中受损钢筋混凝土建筑弹塑性时程分析与振动台试验研究[J].土木工程学报,2003,36(12):20-25.
[8]蒋庆.巨型框架结构的地震反应及基于小波分析的损伤研究[D].合肥:合肥工业大学,2011.
[9]赵斌,吕西林,卢文胜,等.局域大空间复杂体型高层结构整体模型振动台试验研究[J].建筑结构学报,2005(增刊):1-7.
[10]王德才.基于能量分析地震动输入选择及能量谱研究[D].合肥:合肥工业大学,2010.
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