矩形截面框架柱双向受剪承载力简化算法
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摘要
通过5根无箍筋和7根有箍筋矩形截面钢筋混凝土框架柱试验,研究加载角度不同时,低周往复斜向水平荷载作用下,矩形截面框架柱双向受剪的破坏机理和计算方法。结果表明,可以近似用椭圆方程描述无箍筋矩形截面框架柱双向受剪承载力的相关关系,并且框架柱截面长边和短边方向的箍筋应力彼此独立。根据上述分析,引入混凝土抗剪强度折减系数,计算低周往复水平荷载作用下矩形截面框架柱双向受剪承载力。试验值与计算结果的对比表明该公式可行,且具有95%以上的可靠性。同时,考虑受剪承载力抗震调整系数,给出了考虑地震作用时矩形截面框架柱双向受剪承载力建议的简化算法公式。
To investigate the mechanism and calculation method for bilateral shear strength of rectangular frame columns under low-cyclic oblique horizontal loads,a total of 5 rectangular frame columns without stirrup and 7 rectangular frame columns with stirrup were teste.The results indicate that the relationship between X and Y axes for shear strength of the rectangular frame columns without stirrup could be approximately described with ellipse,and stirrups stress on X and Y axes were independent.According to the above conclusion,a reduced coefficient for shear strength of concrete is introduced to predict the bilateral shear strength of the rectangular frame columns subjected to low-cyclic oblique horizontal load.The comparison between experiment results and calculations has shown that the formula is feasible and has the reliability of above 95%.Finally,a formula suggested to calculate the bilateral shear strength of the rectangular frame columns under earthquake is presented,in which γRE is considered.
To investigate the mechanism and calculation method for bilateral shear strength of rectangular frame columns under low-cyclic oblique horizontal loads,a total of 5 rectangular frame columns without stirrup and 7 rectangular frame columns with stirrup were teste.The results indicate that the relationship between X and Y axes for shear strength of the rectangular frame columns without stirrup could be approximately described with ellipse,and stirrups stress on X and Y axes were independent.According to the above conclusion,a reduced coefficient for shear strength of concrete is introduced to predict the bilateral shear strength of the rectangular frame columns subjected to low-cyclic oblique horizontal load.The comparison between experiment results and calculations has shown that the formula is feasible and has the reliability of above 95%.Finally,a formula suggested to calculate the bilateral shear strength of the rectangular frame columns under earthquake is presented,in which γRE is considered.
引文
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[2]王东炜,赵湘育,朱小青.罕遇地震下RC低矮框架失效相关性拟动力试验分析[J].世界地震工程,2010,26(2):13-18.WANG Dongwei,ZHAO Xiangyu,ZHUXiaoqing.Pseudo-dynamic testing analysis on the failure correlation of lowreinforced concrete frames underrare strong earthquakes[J].World Earthquake Engineering,2010,26(2):13-18.
[3]GB50010-2002混凝土结构设计规范[S].GB50010-2002 Code for Design of Concrete Structures[S].
[4]GB50010-200x混凝土结构设计规范(征求意见稿)[S].GB50010-200x Code for Design of Concrete Structures(Consultative Paper)[S].
[5]叶列平.混凝土结构(第二版)[M].清华大学出版社,2005.YE Lieping.Concrete structures(second edition)[M].Beijing:Tsinghua University Publisher,2005.
[6]王铁成,线登洲,董春敏.不等肢配箍矩形截面框架柱双向受剪承载力[J].天津大学学报,2008,41(5):509-514.WANG Tiecheng,XIANDengzhou,DONG Chunmin.Bilateral shear strength of rectangular frame column with different stirrup areas on two princi-pal axes[J].Journal of Tianjin University,2008,41(5):509-514.
[7]中国建筑科学研究院.混凝土结构设计[M].北京:中国建筑工业出版社,2003.China Academy of Building Research.Design of concrete structures[M].Beijing:China Building Industry Publisher,2003.
[8]董春敏.不等肢配箍矩形截面框架柱斜向受剪承载力试验研究[D].天津:天津大学,2007.DONG Chunmin.Experimental research on oblique shear strength of rectangular frame column with different stirrup areas on two principal axis[D].Tianjin:Tianjin University,2007.
[9]Mark P.Truss models for the design of reinforced concrete beams subject to biaxial shear[J].Journal of Structural Engineering,ASCE,2006,89(6):1394-1402.
[10]抗剪强度专题研究组.钢筋混凝土框架柱的抗剪强度[J].建筑结构学报,1987,32(3):23-35.Research Group on Shear Strength.Shear strength of reinforced concrete frame columns[J].Journal of Building Structure,1987,32(3):23-35.
[11]徐有邻,周氏.混凝土结构设计规范理解与应用[M].北京:中国建筑工业出版社,2005.XUYoulin,ZHOUShi.The understanding and application for code for design of concrete structures[M].Beijing:China Building Industry Pub-lisher,2005.
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