RC框架变梁变柱中节点抗裂性能试验
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摘要
为了研究RC框架变梁变柱中节点的抗裂性能,进行了6个变梁变柱中节点试件在低周反复荷载作用下的拟静力试验,分析了节点核心区尺寸、轴压比等因素对异型中节点抗裂性能的影响。研究结果表明:异型节点初裂时斜裂缝主要出现在由小梁和上柱构成的小核心区,小核心区开裂荷载为极限荷载的50%~60%;抗裂性能较常规节点劣化,初裂阶段的剪力基本由小核心区混凝土承担,增大轴压比可以提高异型中节点的抗裂承载能力。提出的变梁变柱中节点抗裂承载力计算公式,可供结构工程设计时参考。
Six specimens of abnormal interior joints were tested under reversed cyclic loading.Experiments were carried out to investigate the influence of joint core dimensions and axial compression ratio on crack resistance of abnormal joints.The results show that: cracks mainly appear in the minor core(determined by the small beam and the top column);the crack resistance loads are from 50% to 60% of the ultimate load of abnormal interior joints,and the crack resistance is worse than that of ordinary joints;the crack resistance capacity is chiefly provided by the minor core concrete,and axial compression ratio is a significant parameter to increase the crack resistance capacity.A theoretical formula of crack resistance capacity was proposed,and it can be served as reference for engineering practice.
Six specimens of abnormal interior joints were tested under reversed cyclic loading.Experiments were carried out to investigate the influence of joint core dimensions and axial compression ratio on crack resistance of abnormal joints.The results show that: cracks mainly appear in the minor core(determined by the small beam and the top column);the crack resistance loads are from 50% to 60% of the ultimate load of abnormal interior joints,and the crack resistance is worse than that of ordinary joints;the crack resistance capacity is chiefly provided by the minor core concrete,and axial compression ratio is a significant parameter to increase the crack resistance capacity.A theoretical formula of crack resistance capacity was proposed,and it can be served as reference for engineering practice.
引文
[1]GB 50010—2002,混凝土结构设计规范[S].
[2]GB 50011—2001,建筑抗震设计规范[S].
[3]吴涛,刘伯权,白国良,等.大型厂房钢筋混凝土框排架结构中异型节点的抗震性能和设计方法研究[J].土木工程学报,2006,39(4):1-6.WU Tao,LIU Bo-quan,BAI Guo-liang,et al.A studyon the seismic behavior and the design method for ir-regular reinforced concrete frame joints of large-scaleplant structures[J].China Civil Engineering Journal,2006,39(4):1-6.
[4]吴涛,刘伯权,白国良,等.大型厂房框排架结构变形与耗能性能试验[J].长安大学学报:自然科学版,2005,25(5):62-65.WU Tao,LIU Bo-quan,BAI Guo-liang,et al.Experi-ment of deformation and dissipation property of majorplants with frame-bent structures[J].Journal ofChang an University:Natural Science Edition,2005,25(5):62-65.
[5]陈招平,董平,黄丽婷.高层建筑地震反应的TLD振动控制[J].建筑科学与工程学报,2008,25(1):122-126.CHEN Zhao-ping,DONG Ping,HUANG Li-ting.TLD vibrational controlling for seismic response ofhigh-rise building[J].Journal of Architecture andCivil Engineering,2008,25(1):122-126.
[6]赵鸿铁.钢筋混凝土梁柱节点的抗裂性[J].建筑结构学报,1990,11(6):38-48.ZHAO Hong-tie.Crack resistance of reinforce con-crete beam-column joints[J].Journal of BuildingStructures,1990,11(6):38-48.
[7]白国良,朱佳宁,李红星.钢筋混凝土框架异型节点抗裂计算[J].世界地震工程,2003,19(3):12-16.BAI Guo-liang,ZHU Jia-ning,LI Hong-xing.The an-ti-crack calculation on abnormal joint of reinforcedconcrete frame[J].World Earthquake Engineering,2003,19(3):12-16.
[8]王静峰,孙捷,柳炳康.钢筋混凝土框架梁柱偏心节点的抗裂度计算[J].工业建筑,2004,34(1):42-44.WANG Jing-feng,SUN Jie,LIU Bing-kang.Calcula-tion of crack resistance capacity of eccentric beam-col-umn connections in reinforce concrete frames[J].In-dustrial Construction,2004,34(1):42-44.
[9]Taylor H P J,Clarke J L.Some detailing problems inconcrete frame structures[J].Structural Engineer,1976,54(1):19-32.
[2]GB 50011—2001,建筑抗震设计规范[S].
[3]吴涛,刘伯权,白国良,等.大型厂房钢筋混凝土框排架结构中异型节点的抗震性能和设计方法研究[J].土木工程学报,2006,39(4):1-6.WU Tao,LIU Bo-quan,BAI Guo-liang,et al.A studyon the seismic behavior and the design method for ir-regular reinforced concrete frame joints of large-scaleplant structures[J].China Civil Engineering Journal,2006,39(4):1-6.
[4]吴涛,刘伯权,白国良,等.大型厂房框排架结构变形与耗能性能试验[J].长安大学学报:自然科学版,2005,25(5):62-65.WU Tao,LIU Bo-quan,BAI Guo-liang,et al.Experi-ment of deformation and dissipation property of majorplants with frame-bent structures[J].Journal ofChang an University:Natural Science Edition,2005,25(5):62-65.
[5]陈招平,董平,黄丽婷.高层建筑地震反应的TLD振动控制[J].建筑科学与工程学报,2008,25(1):122-126.CHEN Zhao-ping,DONG Ping,HUANG Li-ting.TLD vibrational controlling for seismic response ofhigh-rise building[J].Journal of Architecture andCivil Engineering,2008,25(1):122-126.
[6]赵鸿铁.钢筋混凝土梁柱节点的抗裂性[J].建筑结构学报,1990,11(6):38-48.ZHAO Hong-tie.Crack resistance of reinforce con-crete beam-column joints[J].Journal of BuildingStructures,1990,11(6):38-48.
[7]白国良,朱佳宁,李红星.钢筋混凝土框架异型节点抗裂计算[J].世界地震工程,2003,19(3):12-16.BAI Guo-liang,ZHU Jia-ning,LI Hong-xing.The an-ti-crack calculation on abnormal joint of reinforcedconcrete frame[J].World Earthquake Engineering,2003,19(3):12-16.
[8]王静峰,孙捷,柳炳康.钢筋混凝土框架梁柱偏心节点的抗裂度计算[J].工业建筑,2004,34(1):42-44.WANG Jing-feng,SUN Jie,LIU Bing-kang.Calcula-tion of crack resistance capacity of eccentric beam-col-umn connections in reinforce concrete frames[J].In-dustrial Construction,2004,34(1):42-44.
[9]Taylor H P J,Clarke J L.Some detailing problems inconcrete frame structures[J].Structural Engineer,1976,54(1):19-32.
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