板柱-剪力墙结构适用高度研究
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摘要
目的探讨相关规范的限高要求,推广板柱-剪力墙结构在抗震区应用.方法通过理论分析,若两结构的建造高度相同,在相同水平荷载作用下若具有同样的侧移,板柱-剪力墙结构中,剪力墙的等效抗弯刚度约为框架-剪力墙结构的1.71倍;剪力墙数量相同,最大层间位移角相等时,板柱-剪力墙结构的高度约为框架-剪力墙结构的0.76倍,进而通过框架-剪力墙结构的适用高度反推板柱-剪力墙结构的适用高度,最后通过有限元分析对其进行验证.结果在笔者所提出的适用高度范围内,合理设计的板柱-剪力墙结构,其抗侧刚度满足要求,板柱节点在竖向剪力和不平衡弯矩的共同作用下不破坏,结构在罕遇地震作用下不倒塌.结论板柱-剪力墙结构在6、7、8度区适用的最大高度可调整为100 m、90 m、75 m.
The purpose of this paper is to discuss the suitable height provided in the related codes and to apply the slab-column and shearwall structure in seismic regions.The research method includes four steps:firstly,it is assumed that the slab-column and shearwall structure and the frame-shear wall structure with same structural heights have the same drift under same horizontal loads;secondly,based on the above assumption and theoretical analysis,the bending rigidity of the slab-column and shearwall structure is 1.71 times as much as that of the frame-shear wall structure;thirdly,with the same shearwall numbers and maximum story drift angle,the height of the slab-column and shearwall structure is 0.76 times as much as that of the other;finally,the suitable height of the slab-column and shearwall structure is deduced by using the height of the frame-shear wall structure,and the results of theoretical analysis are verified by numerical simulations.The results show that,within the suitable height mentioned in this paper,the lateral rigidity would meet the requirement when the plate-column and shearwall structure was designed properly.Under shear and unbalanced moments,the slab-column connection would not fail,and the structure would not collapse under rare earthquakes.It is concluded that the suitable height of the slab-column and shearwall structure in the 6,7,and 8 seismic fortification zones can be adjusted to 100 m,90 m and 75 m,respectively.
The purpose of this paper is to discuss the suitable height provided in the related codes and to apply the slab-column and shearwall structure in seismic regions.The research method includes four steps:firstly,it is assumed that the slab-column and shearwall structure and the frame-shear wall structure with same structural heights have the same drift under same horizontal loads;secondly,based on the above assumption and theoretical analysis,the bending rigidity of the slab-column and shearwall structure is 1.71 times as much as that of the frame-shear wall structure;thirdly,with the same shearwall numbers and maximum story drift angle,the height of the slab-column and shearwall structure is 0.76 times as much as that of the other;finally,the suitable height of the slab-column and shearwall structure is deduced by using the height of the frame-shear wall structure,and the results of theoretical analysis are verified by numerical simulations.The results show that,within the suitable height mentioned in this paper,the lateral rigidity would meet the requirement when the plate-column and shearwall structure was designed properly.Under shear and unbalanced moments,the slab-column connection would not fail,and the structure would not collapse under rare earthquakes.It is concluded that the suitable height of the slab-column and shearwall structure in the 6,7,and 8 seismic fortification zones can be adjusted to 100 m,90 m and 75 m,respectively.
引文
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[12]吴强,程文瀼.板柱结构中柱节点抗震性能的试验研究[J].地震工程与工程振动,2006,26(4):83-89.(Wu Qiang,Cheng Wenxiang.Experimental studyon seismic performance of interior connections of flatplate structures[J].Earthquake Engineering and En-gineering Vibration,2006,26(4):83-89.)
[13]郭楠,郭轶宏.板柱-剪力墙结构抗震性能分析[J].沈阳建筑大学学报:自然科学版,2010,26(6):1058-1065.(Guo Nan,Guo Yihong.The seismic analysis ofslab-column and shearwall structure[J].Journal ofShenyang Jianzhu University:Natural Science,2010,26(6):1058-1065.)
[14]李兵,李宏男.RC框架-剪力墙结构的弹塑性时程分析[J].沈阳建筑大学学报:自然科学版,2006,22(3):393-396.(Li Bing,Li Hongnan.Elastic-plastic time historyanalytical method for marco-finite element model ofRC frame-wall structure[J].Journal of ShenyangJianzhu University:Natural Science,2006,22(3):393-396.)
[15]包世华,张铜生.高层建筑结构设计和计算[M].北京:清华大学出版社,2005.(Bao Shihua,Zhang Tongsheng.Design and analysisof tall-building structure[M].Beijing:Tsinghua Uni-versity Press,2006.)
[16]马云昌,吕西林.钢筋混凝土板柱节点的抗震性能研究[J].建筑结构学报,2001,22(4):49-54.(Ma Yunchang,L櫣Xilin.Seismic behavior of rein-forced concrete slab-column system[J].Journal ofBuilding Structures,2001,22(4):49-54.)
[2]程懋堃.关于板柱结构的适用高度[J].建筑结构学报,2003,24(1):1-6.(Cheng Maokun.Suitable height of flat plate-shearwall structure in seismic zone[J].Journal of Build-ing Structures,2003,24(1):1-6.)
[3]阎石,倪鹏.高强钢筋高强混凝土框架梁柱节点非线性有限元分析[J].沈阳建筑大学学报,自然科学版,2009,25(1):80-85.(Yan Shi,Ni Peng.Nonlinear finite element analysison high-strength frame joints reinforced by high-strength rebar[J].Journal of Shenyang Jianzhu Uni-versity:Natural Science,2009,25(1):80-85.)
[4]Parka H G,Choi K K.Strength of exterior slab-col-umn connections subjected to unbalanced moments[J].Engineering Structures,2007,29(6):1096-1114.
[5]Han S W,Kee S H,Park Y M,et al.Hysteretic be-havior of exterior post-tensioned flat plate connec-tions[J].Engineering Structures,2006,28(14):1983-1996.
[6]Smadi M M,Yasin I S Bani.Behavior of high-strength fibrous concrete slab-column connectionsunder gravity and lateral loads[J].Construction andBuilding Materials,2008,22(8):1863-1873.
[7]Kang T HK,Wallace J W.Shake table tests and ana-lytical studies of reinforced and post-tensioned con-crete flat plate frames[C].Canada:Vancouver,B.C.,2004.
[8]Sahab M G,Ashour A F,Toropov V V.A hybrid ge-netic algorithm for reinforced concrete flat slab build-ings[J].Computers and Structures,2005,83(8/9):551-559.
[9]Li R,Cho Y S,Zhang S.Punching shear behavior ofconcrete flat plate slab reinforced with carbon fiberreinforced polymer rods[J].Composites Part B:En-gineering,2007,38(9)712-719.
[10]Binici B,Bayrak O.Upgrading of slab-column con-nections using fiber reinforced polymers[J].Engi-neering Structures,2005,27(1):97-107.
[11]Kim H S,Lee D G.Efficient analysis of flat slabstructures subjected to lateral loads[J].EngineeringStructures,2005,27(1):251-263.
[12]吴强,程文瀼.板柱结构中柱节点抗震性能的试验研究[J].地震工程与工程振动,2006,26(4):83-89.(Wu Qiang,Cheng Wenxiang.Experimental studyon seismic performance of interior connections of flatplate structures[J].Earthquake Engineering and En-gineering Vibration,2006,26(4):83-89.)
[13]郭楠,郭轶宏.板柱-剪力墙结构抗震性能分析[J].沈阳建筑大学学报:自然科学版,2010,26(6):1058-1065.(Guo Nan,Guo Yihong.The seismic analysis ofslab-column and shearwall structure[J].Journal ofShenyang Jianzhu University:Natural Science,2010,26(6):1058-1065.)
[14]李兵,李宏男.RC框架-剪力墙结构的弹塑性时程分析[J].沈阳建筑大学学报:自然科学版,2006,22(3):393-396.(Li Bing,Li Hongnan.Elastic-plastic time historyanalytical method for marco-finite element model ofRC frame-wall structure[J].Journal of ShenyangJianzhu University:Natural Science,2006,22(3):393-396.)
[15]包世华,张铜生.高层建筑结构设计和计算[M].北京:清华大学出版社,2005.(Bao Shihua,Zhang Tongsheng.Design and analysisof tall-building structure[M].Beijing:Tsinghua Uni-versity Press,2006.)
[16]马云昌,吕西林.钢筋混凝土板柱节点的抗震性能研究[J].建筑结构学报,2001,22(4):49-54.(Ma Yunchang,L櫣Xilin.Seismic behavior of rein-forced concrete slab-column system[J].Journal ofBuilding Structures,2001,22(4):49-54.)
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