干砌填充墙框架结构抗侧性能及简化计算
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摘要
利用拟静力试验结果和有限元结果对干砌填充墙框架结构的受力机理进行分析。在充分考虑并联模型和等效斜支撑模型后,把钢筋混凝土框架及干砌填充墙抗侧力贡献单独分析,研究填充墙内砌块密度、摩擦系数及砌块层数等对结构抗侧力的影响。研究表明:1)平面应力单元及界面单元能够模拟干砌填充墙的受力性能。根据该模型,试验对应工况下,无浆填充墙框架最终失效由框架破坏产生;2)无浆填充墙抗侧力贡献主要源于内部砌块之间的相互摩擦力,且该抗侧力分为恒定段、加强段以及极限承载力3段;3)提出了无浆填充墙抗侧力分段公式并得到了试验及有限元结果的验证。
The mechanism and lateral bearing capacity of reinforcement concrete(RC) frame with dry-stack in-filled panel(DSIP) were investigated using quasi-static experiments and finite element models.According to the parallel model and equivalent strut model,the lateral bearing capacity of RC frame and DSIP were researched separately.Results show that: 1) The plain stress element and interface element are applicable in finite element(FE) model analysis.According to the FE model,the failure of RC frame with DSIP is caused by the damage of frame;2) Lateral bearing capacity of DSIP is mainly from the friction between bricks in the panel,which can be divided into 3 stages: constant stage,increasing stage and ultimate stage;3) Equations for lateral bearing capacity of DSIP were proposed and verified by FE model results.
The mechanism and lateral bearing capacity of reinforcement concrete(RC) frame with dry-stack in-filled panel(DSIP) were investigated using quasi-static experiments and finite element models.According to the parallel model and equivalent strut model,the lateral bearing capacity of RC frame and DSIP were researched separately.Results show that: 1) The plain stress element and interface element are applicable in finite element(FE) model analysis.According to the FE model,the failure of RC frame with DSIP is caused by the damage of frame;2) Lateral bearing capacity of DSIP is mainly from the friction between bricks in the panel,which can be divided into 3 stages: constant stage,increasing stage and ultimate stage;3) Equations for lateral bearing capacity of DSIP were proposed and verified by FE model results.
引文
[1]Zhao B,Taucer F,Rossetto T.Field investigation onthe performance of building structures during the 12May 2008 Wenchuan Earthquake in China[J].Engineering Structures,2009,31(8):1707-1723.
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[4]清华大学土木工程结构专家组,西南交通大学土木工程结构专家组,北京交通大学土木工程结构专家组.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1-9.Civil and Structural Groups of Tsinghua University,Xinan Jiaotong University and Beijing JiaotongUniversity.Analysis on building seismic damage inWenchuan Earthquake[J].Journal of BuildingStructures,2008,29(4):1-9.
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[9]林坤,刘红军,TOTOEV Y.无浆填充墙框架拟静力试验研究[J].建筑结构学报,2012,33(2):119-127.Lin K,Liu H J,Totoev Y.Quasi-static experimentalresearch on dry-stack masonry infill panel frame[J].Journal of Building Structures,2012,33(2):119-127.
[10]中国建筑标准设计研究院.06G112建筑结构设计常用数据[S].北京:中国计划出版社,2007.
[11]住房和城乡建设部.建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2010.
[12]Mosalam K M,White R N,Gergely P.Static responseof in-filled frames using quasi-static experimentation[J].Journal of Structural Engineering,1997,123(11):1462-1469.
[13]El-dakhakhni W W,Elgaaly M,Hamid A A.Three-strut model for concrete masonry-in-filled steel frames[J].Journal of Structural Engineering,2003,129(2):177-185.
[14]Shing P B,Mehrabi A B.Behaviour and analysis ofmasonry-in-filled frames[J].Progress in StructuralEngineering and Materials,2002,4(3):320-331.
[15]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].建筑结构学报,2009,30(5):119-125.Zhang F W,Lyu X L.Numerical simulation andanalysis of different collap sepatterns for RC framestructure[J].Journal of Building Structures,2009,30(5):119-125.
[16]ASCE.Prestandard and commentary for the seismicrehabilitation of buildings[DB/OL].Federalemergency management agency.Nov 2000[2011-05-12].http://www.nehrp.gov/pdf/fema356.pdf
[2]叶列平,陆新征,赵世春,等.框架结构抗地震倒塌能力的研究——汶川地震极震区几个框架结构震害案例分析[J].建筑结构学报,2009,30(6):67-76.Ye L P,Lu X Z,Zhao S C,et al.Seismic collapseresistance of RC frame structures:Case studies onseismic damages of several RC frame structures underextreme ground motion in Wenchuan Earthquake[J].Journal of Building Structures,2009,30(6):67-76.
[3]张敏政.从汶川地震看抗震设防和抗震设计[J].土木工程学报,2009,42(5):21-24.Zhang M Z.Reflection on the seismic fortification anddesign in light of the Wenchuan Earthquake[J].ChinaCivil Engineering Journal,2009,42(5):21-24.
[4]清华大学土木工程结构专家组,西南交通大学土木工程结构专家组,北京交通大学土木工程结构专家组.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1-9.Civil and Structural Groups of Tsinghua University,Xinan Jiaotong University and Beijing JiaotongUniversity.Analysis on building seismic damage inWenchuan Earthquake[J].Journal of BuildingStructures,2008,29(4):1-9.
[5]Hashemi A,Mosalam K M.Shake table experiment onone-story rc structure with and without masonry infill[J].Advances in Earthquake Engineering for UrbanRisk Reduction,2006,66:411-426.
[6]刘玉姝,李国强.带填充墙钢框架结构抗侧力性能试验及理论研究[J].建筑结构学报,2005,26(3):78-84.Liu Y S,Li G Q.Experimental and theoretical researchon lateral load resistance of steel frames with in-filledwalls[J].Journal of Building Structures,2005,26(3):78-84.
[7]Madan A,Reinhorn A M,Mander J B,et al.Modelingof masonry infill panels for structural analysis[J].Journal of Structural Engineering,1997,123(10):1295-1302.
[8]万超.填充墙对RC框架结构抗震性能的影响及对策研究[D].武汉:武汉理工大学,2009.
[9]林坤,刘红军,TOTOEV Y.无浆填充墙框架拟静力试验研究[J].建筑结构学报,2012,33(2):119-127.Lin K,Liu H J,Totoev Y.Quasi-static experimentalresearch on dry-stack masonry infill panel frame[J].Journal of Building Structures,2012,33(2):119-127.
[10]中国建筑标准设计研究院.06G112建筑结构设计常用数据[S].北京:中国计划出版社,2007.
[11]住房和城乡建设部.建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2010.
[12]Mosalam K M,White R N,Gergely P.Static responseof in-filled frames using quasi-static experimentation[J].Journal of Structural Engineering,1997,123(11):1462-1469.
[13]El-dakhakhni W W,Elgaaly M,Hamid A A.Three-strut model for concrete masonry-in-filled steel frames[J].Journal of Structural Engineering,2003,129(2):177-185.
[14]Shing P B,Mehrabi A B.Behaviour and analysis ofmasonry-in-filled frames[J].Progress in StructuralEngineering and Materials,2002,4(3):320-331.
[15]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].建筑结构学报,2009,30(5):119-125.Zhang F W,Lyu X L.Numerical simulation andanalysis of different collap sepatterns for RC framestructure[J].Journal of Building Structures,2009,30(5):119-125.
[16]ASCE.Prestandard and commentary for the seismicrehabilitation of buildings[DB/OL].Federalemergency management agency.Nov 2000[2011-05-12].http://www.nehrp.gov/pdf/fema356.pdf
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