部分柱顶滑移钢筋混凝土框剪结构模型试验研究
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摘要
开展了部分柱顶滑移钢筋混凝土框剪结构模型(模型B)与传统框剪结构模型(模型A)的地震模拟振动台对比试验,两模型均为三层两跨两开间,平面布置相同,几何相似比1∶10,第二层为结构薄弱层。此外,还进行了摩擦支座的力学性能试验,确定了支座摩擦系数的取值范围。研究发现:1)无润滑油时聚四氟乙烯+不锈钢镜面板摩擦支座的摩擦系数均值约0.070~0.095,有润滑油时该类摩擦支座的摩擦系数均值约0.014~0.018;2)不同峰值地震波作用下,模型B的薄弱层层间最大位移角、最大顶点相对位移、薄弱层最大绝对加速度和顶层最大绝对加速度分别比模型A降低20%~43%、17%~32%、12%~22%和7%~33%;3)模型B各层的最大层间剪力均不同程度小于模型A。因此,部分柱顶滑移钢筋混凝土框剪结构具有比传统框剪结构更优的抗震性能。
Comparative shaking table tests were conducted for a reinforced concrete(RC) structural model with partial columns sliding at upper ends(Model B) and an ordinary RC structural model(Model A). The two models with an identical plan layout were 1/10-scale, 3-storey and 2-bay by 2-bay frame-shear wall structures, and the second storey of either model was the weak storey. In addition, the mechanical performances of two friction supports were tested to determine the range of a friction coefficient. Test results show that: 1) the average value of the friction coefficient for the friction supports composed of Teflon and stainless steel mirror plates without lubrication oil is about 0.070~0.095, while that with lubrication oil is about 0.014~0.018; 2) the maximum inter-storey drift ratios related to the weak story, the maximum relative displacements related to the top storey, the maximum absolute accelerations related to the weak storey, and the maximum absolute accelerations related to the top storey for Model B under earthquakes with different peak ground accelerations are, respectively, 20%~43%, 17%~32%, 12%~22%, and 7%~33% less than those for Model A; and 3) the maximum inter-storey shear forces related to each floor of Model B are all less than those of Model A. Generally, the aseismic performances of the RC frame-shear wall structures with partial columns sliding at upper ends are better than those of the ordinary RC frame-shear wall structures.
Comparative shaking table tests were conducted for a reinforced concrete(RC) structural model with partial columns sliding at upper ends(Model B) and an ordinary RC structural model(Model A). The two models with an identical plan layout were 1/10-scale, 3-storey and 2-bay by 2-bay frame-shear wall structures, and the second storey of either model was the weak storey. In addition, the mechanical performances of two friction supports were tested to determine the range of a friction coefficient. Test results show that: 1) the average value of the friction coefficient for the friction supports composed of Teflon and stainless steel mirror plates without lubrication oil is about 0.070~0.095, while that with lubrication oil is about 0.014~0.018; 2) the maximum inter-storey drift ratios related to the weak story, the maximum relative displacements related to the top storey, the maximum absolute accelerations related to the weak storey, and the maximum absolute accelerations related to the top storey for Model B under earthquakes with different peak ground accelerations are, respectively, 20%~43%, 17%~32%, 12%~22%, and 7%~33% less than those for Model A; and 3) the maximum inter-storey shear forces related to each floor of Model B are all less than those of Model A. Generally, the aseismic performances of the RC frame-shear wall structures with partial columns sliding at upper ends are better than those of the ordinary RC frame-shear wall structures.
引文
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[13]Mokha A,Constantinou M C,Reinhorn A M.Teflon bearings in base isolation I:Testing[J].Journal of Structural Engineering,1990,116(2):438―454.
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[2]Moore D B.The UK and European regulations for accidental actions[C].Proceedings of Workshop on Prevention of Progressive Collapse,Washington D C,National Institute of Building Sciences,2002:1―16.
[3]BS 8110-1,Structural use of concrete:Part 1:Code of practice for design and construction[S].1997.
[4]ACI 318M-02,Building code requirements for structural concrete and commentary[S].American Concrete Institute,2002.
[5]GSA2005,Progressive collapse analysis and design guidelines for new federal office buildings and major modernization project[S].2005.
[6]Department of Defense.Unified Facilities Criteria(UFC):Design of structures to resist progressive collapse[S].Washington D C,2005.
[7]GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010:117.GB50011-2010,Code for seismic design of buildings[S].Beijing:China Architecture and Building Press,2010:117.(in Chinese)
[8]丰定国,王社良.抗震结构设计[M].武汉:武汉理工大学出版社,2001:117Feng Dingguo,Wang Sheliang.Seismic design of structure[M].Wuhan:Wuhan University of Technology Press,2001:117.(in Chinese)
[9]Astaneh-Asl A.Progressive collapse prevention in new and existing buildings[C].Proceedings of the 9th Arab Structural Engineering Conf.Abu Dhabi,UAE,2003:1001―1008.
[10]吴波,陈展图.抗倒塌柱顶部分滑移钢筋混凝土框架结构的初步研究[J].地震工程与工程振动,2008,28(4):82―87.Wu Bo,Chen Zhantu.Preliminary study on RC frame structures with sliding at partial column upper ends for preventing collapse[J].Earthquake Engineering and Engineering Vibration,2008,28(4):82―87.(in Chinese)
[11]吴波,吕文龙,熊伟.部分柱顶滑移钢筋混凝土框剪结构[J].工程力学,2011,28(4):82―88.Wu Bo,LüWenlong,Xiong Wei.RC frame-shear wall structures with partial columns sliding at upper ends[J].Engineering Mechanics,2011,28(4):82―88.(in Chinese)
[12]吴波,吕文龙.部分柱顶滑移钢筋混凝土框剪结构的深化研究[J].工程力学,2012,29(8):143―149.Wu Bo,LüWenlong.Research on RC frame-shear wall structures with partial columns sliding at upper ends[J].Engineering Mechanics,2012,29(8):143―149.(in Chinese)
[13]Mokha A,Constantinou M C,Reinhorn A M.Teflon bearings in base isolation I:Testing[J].Journal of Structural Engineering,1990,116(2):438―454.
[14]朱伯龙.结构抗震试验[M].北京:地震出版社,1989:11―12.Zhu Bolong.Seismic experiment of structure[M].Beijing:Seismological Press,1989:11―12.(in Chinese)
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