混凝土空间板柱结构震致落层倒塌的试验研究
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摘要
开展了2个具有薄弱层的3层混凝土空间板柱结构模型的地震模拟振动台试验,采用加速度峰值逐级加大的El-Centro(NS)波作为输入激励,直至薄弱层发生落层倒塌。量测了倒塌前、倒塌后模型各层的水平加速度响应,以及倒塌碰撞引发的薄弱层及其下层楼板的竖向加速度响应。模型M-2相比于模型M-1额外施加了附加配重。试验结果表明:1)随着地震损伤程度的增加,模型的扭转效应有所增大;2)倒塌前模型M-1和模型M-2的基本频率仅比初始值分别降低8.9%和4.7%,采用频率改变幅度进行结构倒塌预警可能是不现实的;3)倒塌碰撞导致模型各层的水平加速度出现短时剧烈波动,波动期间模型M-1和模型M-2各层的绝对加速度最大值介于5g~10g之间,分别为倒塌前各层绝对加速度最大值的5倍~20倍和10倍~50倍;4)倒塌碰撞引发的楼板竖向加速度高达30g~40g。
Shaking table tests were conducted for two three-story spacial slab-column structure models with weak stories.The El-Centro(NS) earthquake record was used to produce the excitation and its peak acceleration increased gradually until the pancake collapse of the weak story occurred.Horizontal accelerations were recorded for all stories before and after the occurring of pancake collapse.The vertical accelerations induced by the pancake collapse were also recorded for the floor slabs of the weak story and the story just below.Model M-2 had more weight than Model M-1.Test results show that: 1) with the increasing of the seismic damage degree,the models’ torsional responses increased;2) the fundamental frequencies of Models M-1 and M-2 prior to the occurring of pancake collapse were only 8.9% and 4.7% lower than their initial values respectively,indicating that it may be impractical to use the change of frequency to predict structural collapses;3) intensive fluctuation occurred in a very short time period for the horizontal acceleration of each story due to the pancake collapse;and the maximum absolute accelerations of Models M-1 and M-2 during the fluctuating period were in a range of 5g~10g,5~20 times larger of M-1’s and 10~50 times larger of M-2’s maximum absolute accelerations respectively;4) the vertical accelerations of the weak story floor slab and the floor slab just below the weak story induced by the pancake collapse were in a range of 30g～40g.
Shaking table tests were conducted for two three-story spacial slab-column structure models with weak stories.The El-Centro(NS) earthquake record was used to produce the excitation and its peak acceleration increased gradually until the pancake collapse of the weak story occurred.Horizontal accelerations were recorded for all stories before and after the occurring of pancake collapse.The vertical accelerations induced by the pancake collapse were also recorded for the floor slabs of the weak story and the story just below.Model M-2 had more weight than Model M-1.Test results show that: 1) with the increasing of the seismic damage degree,the models’ torsional responses increased;2) the fundamental frequencies of Models M-1 and M-2 prior to the occurring of pancake collapse were only 8.9% and 4.7% lower than their initial values respectively,indicating that it may be impractical to use the change of frequency to predict structural collapses;3) intensive fluctuation occurred in a very short time period for the horizontal acceleration of each story due to the pancake collapse;and the maximum absolute accelerations of Models M-1 and M-2 during the fluctuating period were in a range of 5g~10g,5~20 times larger of M-1’s and 10~50 times larger of M-2’s maximum absolute accelerations respectively;4) the vertical accelerations of the weak story floor slab and the floor slab just below the weak story induced by the pancake collapse were in a range of 30g～40g.
引文
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[11]吴波,黄仕香,赵新宇.混凝土框剪结构的落层倒塌碰撞试验[J].工程力学,2012,29(6):176―187.Wu Bo,Huang Shixiang,Zhao Xinyu.Experimentalstudy on pancake collapse of RC frame-shear wallstructures[J].Engineering Mechanic,2012,29(6):176―187.(in Chinese)
[12]郑山锁.动力试验模型在任意配重条件下与原型结构的相似关系[J].工业建筑,2000,30(3):35―39.Zheng Shansuo.Analogical ratio between scale modelswith less ballast and their prototypes under shaking tabletest[J].Industrial Construction,2000,30(3):35―39.(inChinese)
[13]张晋.采用MATLAB进行振动台试验数据的处理[J].工业建筑,2002,32(2):28―30.Zhang Jin.Using MATLAB to deal with data of theshaking table test[J].Industrial Construction,2002,32(2):28―30.(in Chinese)
[2]Sasani M,Kropelnicki J.Progressive collapse analysis ofan RC structure[J].The Structural Design of Tall andSpecial Buildings,2008,17(4):757―771.
[3]Kim Y,Kabeyasawa T.Dynamic test and analysis of aneccentric reinforced concrete frame to collapse[C].Proceedings of the 13th World Conference onEarthquake Engineering,Paper No.381,Vancouver,BC,Canada,August 1-6,2004.
[4]Wu C L,Loh C H,Yang Y S.Shake table tests ongravity load collapse of low-ductility RC frames undernear-fault earthquake excitation[C].Proceedings of theAdvances in Experimental Structural Engineering.Nagoya,Japan,2005:725―732.
[5]Ghannoum W.Experimental and analytical dynamiccollapse study of a reinforced concrete frame with lighttransverse reinforcements[D].Berkeley:University ofCalifornia,2007.
[6]Hakuno M,Meguro K.Simulation of concrete-framecollapse due to dynamic loading[J].Journal ofEngineering Mechanics,1993,119(9):1709―1723.
[7]孙利民,秦东,范立础.扩展散体单元法在钢筋混凝土桥梁倒塌分析中的应用[J].土木工程学报,2002,35(6):53―58.Sun Limin,Qin Dong,Fan Lichu.A new model forcollapse analysis of reinforced concrete bridge[J].ChinaCivil Engineering Journal,2002,35(6):53―58.(inChinese)
[8]张雷明.灾害荷载下结构倒塌机制研究[D].北京:清华大学,2000.Zhang Leiming.Research on structure collapsemechanism under disaster loads[D].Beijing:TsinghuaUniversity,2000.(in Chinese).
[9]张富文,吕西林.框架结构不同倒塌模式的数值模拟与分析[J].建筑结构,2009,30(5):119―125.Zhang Fuwen,LüXilin.Numerical simulation andanalysis of different collapse patterns for RC framestructure[J].Journal of Building Structures,2009,30(5):119―125.(in Chinese)
[10]黄庆华.地震作用下钢筋混凝土框架结构空间倒塌反应分析[D].上海:同济大学,2006.Huang Qinghua.Study on spatial collapse responses ofreinforced concrete frame structures under earthquake[D].Shanghai:Tongji University,2006.(in Chinese).
[11]吴波,黄仕香,赵新宇.混凝土框剪结构的落层倒塌碰撞试验[J].工程力学,2012,29(6):176―187.Wu Bo,Huang Shixiang,Zhao Xinyu.Experimentalstudy on pancake collapse of RC frame-shear wallstructures[J].Engineering Mechanic,2012,29(6):176―187.(in Chinese)
[12]郑山锁.动力试验模型在任意配重条件下与原型结构的相似关系[J].工业建筑,2000,30(3):35―39.Zheng Shansuo.Analogical ratio between scale modelswith less ballast and their prototypes under shaking tabletest[J].Industrial Construction,2000,30(3):35―39.(inChinese)
[13]张晋.采用MATLAB进行振动台试验数据的处理[J].工业建筑,2002,32(2):28―30.Zhang Jin.Using MATLAB to deal with data of theshaking table test[J].Industrial Construction,2002,32(2):28―30.(in Chinese)
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