矩形截面框架柱斜向受剪承载力计算模型
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摘要
为避免矩形截面框架柱在斜向水平地震作用下发生脆性破坏,通过试验研究14根框架柱在斜向水平荷载作用下的受力性能和破坏机理。以桁架-拱模型为基础建立计算矩形截面框架柱斜向受剪承载力的空间桁架-拱模型,该模型主要考虑了框架柱截面面积、混凝土和箍筋材料强度、配箍率、轴压力以及混凝土强度折减系数对其斜向受剪承载力的影响。最后,利用该文以及其他试验共计30根矩形截面框架柱的斜向受剪承载力试验结果对此空间桁架-拱模型的可行性和适用性进行了验证,试验结果与计算值的对比表明利用该模型可以安全计算矩形截面框架柱斜向受剪承载力。
In order to avoid brittle failure of rectangular frame column under oblique horizontal earthquake,a total of 14 specimens are experimented to investigate the damage form and failure mechanism of rectangular frame column subjected to oblique horizontal load.A spatial truss-arch model developed from unilateral truss-arch model is proposed.Main parameters influenced oblique shear strength of rectangular frame column in the new model are cross-sectional area of frame column,material strength of concrete and stirrup,transverse reinforcement ratio,axial load and the reduction coefficient of concrete strength.Finally,the oblique shear strength of 30 rectangular frame columns under oblique horizontal load are calculated to verify the feasibility and applicability of the spatial truss-arch model,among which 16 specimens are made by other experiments.Comparisons between the experimental results and calculations show that the oblique shear strength of rectangular frame columns calculated by the spatial truss-arch model are safe.
In order to avoid brittle failure of rectangular frame column under oblique horizontal earthquake,a total of 14 specimens are experimented to investigate the damage form and failure mechanism of rectangular frame column subjected to oblique horizontal load.A spatial truss-arch model developed from unilateral truss-arch model is proposed.Main parameters influenced oblique shear strength of rectangular frame column in the new model are cross-sectional area of frame column,material strength of concrete and stirrup,transverse reinforcement ratio,axial load and the reduction coefficient of concrete strength.Finally,the oblique shear strength of 30 rectangular frame columns under oblique horizontal load are calculated to verify the feasibility and applicability of the spatial truss-arch model,among which 16 specimens are made by other experiments.Comparisons between the experimental results and calculations show that the oblique shear strength of rectangular frame columns calculated by the spatial truss-arch model are safe.
引文
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[12]Joint ACI-ASCE Committee 455.Recent approaches toshear design of structural concrete[J].Journal ofStructural Engineering,1998,124(12):1375―1417.
[13]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 ofreinforced concrete frame columns[J].Journal ofBuilding Structure,1987,32(3):23―35.(in Chinese)
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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,Zhu Xiaoqing.Pseudo-dynamic testing analysis on the failurecorrelation of low reinforced concrete frames under rarestrong earthquakes[J].World Earthquake Engineering,2010,26(2):13―18.(in Chinese)
[3]GB50010-2010,混凝土结构设计规范[S].北京:中国建筑工业出版社,2010.GB 50010-2010,Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[4]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,Xian Dengzhou,Dong Chunmin.Bilateral shear strength of rectangular frame columnswith different stirrup areas on two principal axes[J].Journal of Tianjin University,2008,41(5):509―514.(inChinese)
[5]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 shearstrength of rectangular frame column with differentstirrup areas on two principal axis[D].Tianjin:TianjinUniversity,2007.(in Chinese)
[6]MC-90,CEB-FIP model code[S].London:ThomasTelford Publishing,1993.
[7]贡金鑫,车轶,李荣庆.混凝土结构设计(按欧洲规范)[M].北京:中国建筑工业出版社,2009:175―198.Gong Jinxin,Che Yi,Li Rongqing.Design of concretestructures(according to Europe code)[M].Beijing:China Architecture&Building Press,2009:175―198.(in Chinese)
[8]Vecchio Frank J,Collins Michael P.Modifiedcompression-field theory for reinforced concreteelements subjected to shear[J].ACI structural Journal,1986,83(2):219―231.
[9]Thomas T C Hsu.Stresses and crack angles in concretemember element[J].Journal of StructuralEngineering-ASCE,1998,124(12):1476―1484.
[10]叶列平.混凝土结构[M].北京:清华大学出版社,2002:25―172.Ye Lieping.Concrete structures[M].Beijing:TsinghuaUniversity Publisher,2002:25―172.(in Chinese)
[11]Mark P.Truss models for the design of reinforcedconcrete beams subject to biaxial shear[J].Journal ofStructural Engineering-ASCE,2006,89(6):1394―1402.
[12]Joint ACI-ASCE Committee 455.Recent approaches toshear design of structural concrete[J].Journal ofStructural Engineering,1998,124(12):1375―1417.
[13]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 ofreinforced concrete frame columns[J].Journal ofBuilding Structure,1987,32(3):23―35.(in Chinese)
[14]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,2003:293―295.China Academy of Building Research.Design ofconcrete structures[M].Beijing:China Architecture&Building Press,2003:293―295.(in Chinese)
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