双向单排配筋T形剪力墙抗震性能试验研究
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摘要
为了研究多层建筑结构中的双向单排配筋T形剪力墙的力学特性与抗震能力,设计了2个1/2缩尺的双向单排配筋混凝土T形剪力墙模型,分别沿腹板方向和翼缘方向,对其进行了低周反复荷载试验研究,分析了其承载能力、延性性能、刚度退化过程、滞回包络特性、耗能特点和破坏全过程特征。研究表明:在双向单排配筋T形剪力墙的配筋率相等情况下,该剪力墙沿腹板方向的抗震性能优于沿翼缘方向的抗震性能,这种剪力墙节点可以满足多层剪力墙住宅结构抗震要求。
In order to research earthquake resistance performance on the residential structure of multi-story T-shear wall structure with bi-directional single row of steel bars,two 1/2 reduced scale's T-shear wall with bi-directional single row of steel bars models,separately along the web plate direction and the flange direction has designed,and experimented on those model structure under low cyclic reversed load and analyzed their the load-carrying capacity,stiffness and their degenerated process,hysteretic curves,dissipation energy and failure process,It is found that,in the same reinforcement ratio of RC share wall,seismic performance in the flange direction of the T-shear wall with bi-directional single row of steel bars is superior to that in the web plate direction.Therefore,rational designed RC shear wall with single row of steel bars can satisfy seismic demand of multi-story share wall structure.
In order to research earthquake resistance performance on the residential structure of multi-story T-shear wall structure with bi-directional single row of steel bars,two 1/2 reduced scale's T-shear wall with bi-directional single row of steel bars models,separately along the web plate direction and the flange direction has designed,and experimented on those model structure under low cyclic reversed load and analyzed their the load-carrying capacity,stiffness and their degenerated process,hysteretic curves,dissipation energy and failure process,It is found that,in the same reinforcement ratio of RC share wall,seismic performance in the flange direction of the T-shear wall with bi-directional single row of steel bars is superior to that in the web plate direction.Therefore,rational designed RC shear wall with single row of steel bars can satisfy seismic demand of multi-story share wall structure.
引文
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[4]HAN JUN,LI YINGMIN,CHEN WEIXIAN,JIANG WEIZHAO WEI.Verification of adjustment method of design seismicshear force of the frame in RC frame-shear wall structure[J].Advanced Materials Research,v163-167,p 1736-1743,2011.
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[9]曹万林,吴定燕,杨兴民,等.双向单排配筋混凝土低矮剪力墙抗震性能试验研究[J].世界地震工程,2008,24(4):19-21.
[10]曹万林,殷伟帅,杨兴民,等.双向单排配筋中高剪力墙抗震性能试验研究[J].地震工程与工程振动,2009,29(1):103-105.
[11]LAO XI AO-CHUN,HAN XI AO-LEI.Performance indexli mits of medium-height RC shear wall components[J].Advanced Materials Research,v163-167,p1134-1138,2011.
[12]PARK,R.,PAULAY,T.Reinforced concrete structures[M],John Wiley&Sons,New York,1975,768-769.
[13]HAN LI N-HAI,LI WEI,YANG YOU-FU.Seismic behaviorof concrete-filled steel tubular frame to RC.shear wall high-risemixed structures[J].Journal of Constructional Steel Research,v 65,n 5,p 1249-1260,May 2009.
[14]TANG YUCHUAN,ZHANG JI AN.Probabilistic seismicdemand analysis of a slender RC shear wall considering soil-structure interaction effects[J].Engineering Structures,v 33,n 1,p 218-229,January 2011.
[15]YEGHNEM,R.,MEFTAH,S.A.,TOUNSI,A,ADDA-BEDI A,E.Earthquake response of RC coupled shear wallsstrengthened with thin composite plates[J].Journal ofVibration and Control,v15,n7,p963-984,July 2009.
[16]SULLI VAN,TI MOTHYJ.Capacity design considerations forRCframe-wall structures[J].Earthquake and Structures,v1,n4,p391-410,2010.
[2]郭震;袁迎曙;新型钢板剪力墙组合结构抗震性能试验研究[J].建筑结构学报,2009(S2):165-170.
[3]杨兴民,曹万林,张建伟,董宏英.三层单排配筋剪力墙结构抗震性能试验研究[J].地震工程与工程振动,2009,29(2):92-97.
[4]HAN JUN,LI YINGMIN,CHEN WEIXIAN,JIANG WEIZHAO WEI.Verification of adjustment method of design seismicshear force of the frame in RC frame-shear wall structure[J].Advanced Materials Research,v163-167,p 1736-1743,2011.
[5]GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[6]JGJ3-2002,高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2002.
[7]XI AO SHI-YUN,LI HONG-NAN,ZHAO YAN-GANG,ZHANG JI NG-WEI.Seismic damage characteristics of RCshear wall with diagonal profile steel braces by experi ment[J].Key Engineering Materials,v340-341 II,p 1115-1120,2007.
[8]曹万林,孙天兵,杨兴民,等.双向单排配筋混凝土高剪力墙抗震性能试验研究[J].世界地震工程,2008,24(3):14-16.
[9]曹万林,吴定燕,杨兴民,等.双向单排配筋混凝土低矮剪力墙抗震性能试验研究[J].世界地震工程,2008,24(4):19-21.
[10]曹万林,殷伟帅,杨兴民,等.双向单排配筋中高剪力墙抗震性能试验研究[J].地震工程与工程振动,2009,29(1):103-105.
[11]LAO XI AO-CHUN,HAN XI AO-LEI.Performance indexli mits of medium-height RC shear wall components[J].Advanced Materials Research,v163-167,p1134-1138,2011.
[12]PARK,R.,PAULAY,T.Reinforced concrete structures[M],John Wiley&Sons,New York,1975,768-769.
[13]HAN LI N-HAI,LI WEI,YANG YOU-FU.Seismic behaviorof concrete-filled steel tubular frame to RC.shear wall high-risemixed structures[J].Journal of Constructional Steel Research,v 65,n 5,p 1249-1260,May 2009.
[14]TANG YUCHUAN,ZHANG JI AN.Probabilistic seismicdemand analysis of a slender RC shear wall considering soil-structure interaction effects[J].Engineering Structures,v 33,n 1,p 218-229,January 2011.
[15]YEGHNEM,R.,MEFTAH,S.A.,TOUNSI,A,ADDA-BEDI A,E.Earthquake response of RC coupled shear wallsstrengthened with thin composite plates[J].Journal ofVibration and Control,v15,n7,p963-984,July 2009.
[16]SULLI VAN,TI MOTHYJ.Capacity design considerations forRCframe-wall structures[J].Earthquake and Structures,v1,n4,p391-410,2010.
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