钢筋混凝土开洞剪力墙极限承载力分析模型的改进
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摘要
以建立基于抗剪抵抗机构的钢筋混凝土(RC)有开洞剪力墙的极限承载力分析模型为目的,在已有抗剪抵抗机构基础上(文中称之为“M-M”模型)提出改进“M-M”模型,其抗剪机构可简化为:洞口右侧倾角为1θ的斜向混凝土压杆a1、洞口左侧倾角为2θ的斜向混凝土压杆a2、纵向分布钢筋和洞口下方横向分布钢筋4部分.基于“M-M”模型和改进“M-M”模型推导了RC有开洞剪力墙极限承载力计算公式,并编制了计算程序.对23片不同配筋、不同几何尺寸和受力状态的RC有开洞剪力墙进行了2种模型的承载力试验值和计算值的分析比较,分析结果表明,改进“M-M”模型的理论计算结果和实验结果吻合较好,具有较高的计算精度,可以得出改进“M-M”模型能够较好地反映RC有开洞剪力墙的承载力特性,可供RC有开洞剪力墙抗剪强度验算参考.
The purpose of research was to develop an analysis model to evaluate the ultimate strength of RC shear wall with opening based on the shear resistant mechanism.According to the existing shear resistant mechanism("M-M" model),modified "M-M" model was proposed and its shear resistant mechanism can be simplified as a composition of concrete strut a1with an inclination angle of θ1on the right side of the opening,concrete strut a2 with an inclination angle θ2 on the left side of the opening,longitudinal reinforcement bars and horizontal reinforcement bars under the opening of RC shear wall.The calculating equations for ultimate strength were provided from "M-M" model as well as modified "M-M" model and a computing program was developed to evaluate the strength of RC shear wall with opening.Comparison of ultimate strength tested with those obtained from two models by analysis was accomplished by this program.The analysis results show that the modified "M-M" model has better agreement with the test result,therefore,it can be concluded that the modified "M-M" model can better simulate the ultimate strength of RC shear wall with opening inpractice,and can be used to evaluate the strength of RC shear wall with opening.
The purpose of research was to develop an analysis model to evaluate the ultimate strength of RC shear wall with opening based on the shear resistant mechanism.According to the existing shear resistant mechanism("M-M" model),modified "M-M" model was proposed and its shear resistant mechanism can be simplified as a composition of concrete strut a1with an inclination angle of θ1on the right side of the opening,concrete strut a2 with an inclination angle θ2 on the left side of the opening,longitudinal reinforcement bars and horizontal reinforcement bars under the opening of RC shear wall.The calculating equations for ultimate strength were provided from "M-M" model as well as modified "M-M" model and a computing program was developed to evaluate the strength of RC shear wall with opening.Comparison of ultimate strength tested with those obtained from two models by analysis was accomplished by this program.The analysis results show that the modified "M-M" model has better agreement with the test result,therefore,it can be concluded that the modified "M-M" model can better simulate the ultimate strength of RC shear wall with opening inpractice,and can be used to evaluate the strength of RC shear wall with opening.
引文
[1] 李明顺，徐有邻，白生翔，等．GB50010-2002混凝土结构设计规范[S]．北京：中国建筑工业出版社，2002：191-192．
[2] 霍达，何益斌．高层建筑结构设计[M]．北京：高等教育版社， 2004：95-96．
[3] Christopher P Taylur，Paul A Cote，John W Wallance．Design of slender reinforced concrete walls with openings[J]．ACI Structural Journal，1998，95(4)：420-433．
[4] 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．
[5] 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．
[6] 汪梦甫，周锡元，黄立忠．钢筋混凝土开洞剪力墙结构非线性有限元分析[J]．地震工程与工程振动，2005，25(3)：47-54．
[7] 陈平，王社良．开洞剪力墙弹塑性分析的壁式框架方法[J]．西安建筑科技大学学报，1995，27(3)：288-293．
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[10] 陈怀亮，卢中强，张大长，等．基于抗剪抵抗机构和破坏模式的RC剪力墙极限承载力分析[J]．南京工业大学学报：自然 科学版，2006，28(3)：65-70．
[11] 王曙光，蓝宗建．劲性钢筋混凝土开洞低剪力墙拟静力试验研究[J]．建筑结构学报，2005，26(1)：85-90．
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[2] 霍达，何益斌．高层建筑结构设计[M]．北京：高等教育版社， 2004：95-96．
[3] Christopher P Taylur，Paul A Cote，John W Wallance．Design of slender reinforced concrete walls with openings[J]．ACI Structural Journal，1998，95(4)：420-433．
[4] 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．
[5] 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．
[6] 汪梦甫，周锡元，黄立忠．钢筋混凝土开洞剪力墙结构非线性有限元分析[J]．地震工程与工程振动，2005，25(3)：47-54．
[7] 陈平，王社良．开洞剪力墙弹塑性分析的壁式框架方法[J]．西安建筑科技大学学报，1995，27(3)：288-293．
[8]#12
[9]#12
[10] 陈怀亮，卢中强，张大长，等．基于抗剪抵抗机构和破坏模式的RC剪力墙极限承载力分析[J]．南京工业大学学报：自然 科学版，2006，28(3)：65-70．
[11] 王曙光，蓝宗建．劲性钢筋混凝土开洞低剪力墙拟静力试验研究[J]．建筑结构学报，2005，26(1)：85-90．
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