大开洞混凝土剪力墙宏观计算模型的改进
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摘要
在原始宏观模型的基础上构建了适用于大开洞混凝土剪力墙的改进宏观计算模型。剪力墙中的框架柱、梁由刚体、轴力弹簧和剪切弹簧构成;墙板由钢筋拉杆和混凝土压杆构成。在改进模型中考虑了原始模型所忽略的洞口附加钢筋以及与其相交的钢筋拉杆和混凝土压杆的影响,使钢筋拉杆、混凝土压杆与附加钢筋在洞边形成拉压杆节点,从而使分析结果更贴近于大开洞剪力墙的实际受力状态。以洞口面积相同但开洞位置不同的两片带框架剪力墙作为分析对象,运用改进宏观计算模型对水平承载力-层间变形角关系、刚度及洞口位置不同所引起的杆件应力分配情况进行研究,并与试验结果进行对比。结果表明,改进模型构筑简便,极限承载力的计算值精度较原始模型大为提高,能够把握开洞剪力墙剪切变形的关键特征。
Based on an original macro-model,a modified macro model was proposed to establish a simple design method for a multi-story reinforced concrete structural wall with large openings.The side columns and the beams were composed of rigid elements,axial springs and shear springs,and the shear walls were composed of reinforcement ties and concrete struts.The interaction between reinforcement ties and concrete struts formed along the perimeter of the openings were neglected in the original model.The strut-and-tie node was employed to take account of the above interactions in the modified macro model.Applications were made to two three-story structural walls with identical opening ratio and various opening locations.The lateral load-drift angle,the stiffness and the stress distribution for various opening locations were compared between the test results and the simulation results.The comparison shows that the modified macro model is simple,accurate,and able to model the shear behavior of structural walls.
Based on an original macro-model,a modified macro model was proposed to establish a simple design method for a multi-story reinforced concrete structural wall with large openings.The side columns and the beams were composed of rigid elements,axial springs and shear springs,and the shear walls were composed of reinforcement ties and concrete struts.The interaction between reinforcement ties and concrete struts formed along the perimeter of the openings were neglected in the original model.The strut-and-tie node was employed to take account of the above interactions in the modified macro model.Applications were made to two three-story structural walls with identical opening ratio and various opening locations.The lateral load-drift angle,the stiffness and the stress distribution for various opening locations were compared between the test results and the simulation results.The comparison shows that the modified macro model is simple,accurate,and able to model the shear behavior of structural walls.
引文
[1]王海波,汪梦甫,沈蒲生.开洞剪力墙结构的非线性地震反应分析[J].工程抗震,2000(3):3-6(WangHaibo,Wang Mengfu,Shen Pusheng.Nonlinear seismicresponse analysis of shear wall structures with opening holes[J].Earthquake Resistant Engineering,2000(3):3-6(inChinese))
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[5]Wang Jiyang.Modeling of shear resisting mechanism ofreinforced concrete structural walls with eccentric openings[D].Kyoto,Japan:Kyoto University,2008
[6]鉄筋コンクリート造建物の耐震性能評価指針(案).同解説[S].日本:日本建築学会,2004
[7]Sakashita M,Kono S,Tanaka H,et al.Numerical analysison foundation beam with piles under shear wall:Part 1Effect of foundation on the restoring force characteristic ofshear wall[C]//Summaries of Technical Papers of AnnualMeeting Architectural Institute of Japan,2007:691-692(inJapanese)
[8]Vecchio F J,Collins M P.The modified compression-fieldtheory for reinforced concrete elements subjected to shear[J].ACI Structural Journal,1986,83(2):291-231
[9]Thomas T C.Softened truss model theory for shear andtorsion[J].ACI Structural Journal,1988,85(6):624-635
[10]ACI 318-08/318R-08 Building code requirements for structuralconcret and commentary[S].USA:ACI Committee318,2008
[2]汪梦甫,周锡元.钢筋混凝土剪力墙多垂直杆非线性单元模型的改进及其应用[J].建筑结构学报,2002,23(1):38-42(Wang Mengfu,Zhou Xiyuan.The improvedparallel multi-component model for the nonlinear seismicresponse analysis of RC walls and its application[J].Journal of Building Structures,2002,23(1):38-42(inChinese))
[3]Takehara M,Motitsuki M,et al.Elasto-plastic analysis offramed shear walls with an opening using macro model[C]//Summaries of Technical Papers of Annual MeetingArchitectural Institute of Japan,1993:303-304(inJapanese)
[4]Wang Jiyang,Warashina M,Mori K,et al.Shear behaviorof multi-story shearwalls with eccentric openings[C]//Summaries of Technical Papers of Annual MeetingArchitectural Institute of Japan,2007:677-682(inJapanese)
[5]Wang Jiyang.Modeling of shear resisting mechanism ofreinforced concrete structural walls with eccentric openings[D].Kyoto,Japan:Kyoto University,2008
[6]鉄筋コンクリート造建物の耐震性能評価指針(案).同解説[S].日本:日本建築学会,2004
[7]Sakashita M,Kono S,Tanaka H,et al.Numerical analysison foundation beam with piles under shear wall:Part 1Effect of foundation on the restoring force characteristic ofshear wall[C]//Summaries of Technical Papers of AnnualMeeting Architectural Institute of Japan,2007:691-692(inJapanese)
[8]Vecchio F J,Collins M P.The modified compression-fieldtheory for reinforced concrete elements subjected to shear[J].ACI Structural Journal,1986,83(2):291-231
[9]Thomas T C.Softened truss model theory for shear andtorsion[J].ACI Structural Journal,1988,85(6):624-635
[10]ACI 318-08/318R-08 Building code requirements for structuralconcret and commentary[S].USA:ACI Committee318,2008
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