混凝土框架柱塑性铰区抗剪性能非线性有限元分析
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摘要
为保证框架柱端塑性铰达到预期的塑性转动之前,柱端塑性铰区不出现剪切破坏,结合框架柱塑性铰区抗剪承载力的试验研究,利用ANSYS对10个框架柱构件塑性铰区的抗剪性能进行了非线性有限元分析;有限元模型中混凝土采用SOLID65单元,钢筋采用LINK8单元,分离式建模,施加约束时将试验构件上梁上端表面的所有节点在竖直方向耦合,以保证塑性铰出现在柱端;计算了10个构件的骨架曲线,框架柱塑性铰区弹性工作阶段、带裂缝工作阶段和破坏阶段的应力云图和破坏时的裂缝分布图,将以上计算结果与试验结果进行了对比,数值计算结果和试验结果符合良好,验证了有限元模型建立的准确性,所建模型可为今后同类问题的非线性有限元计算提供参考。
Before the expected plastic rotation of yield hinges in end of frame's column,the shear failure of yield hinge regions for columns must be avoided.Based on the experimental study,nonlinear finite element analysis of yield hinge regions of 10 RC frame columns under cyclic loading was studied in detail;Solid 65 element and Link 8 element are used in ANSYS,all nodes at the top of the beams are coupled in the vertical direction to ensure that the yield hinges appear at the end of the columns;The skeleton curves,stress nephograms in elastic,cracking and failure stages and failure distribution were all calculated by ANSYS.Calculation results and experimental results are in good agreement.The accuracy of finite element models is verified,and the models presented give a reference to similar calculations.
Before the expected plastic rotation of yield hinges in end of frame's column,the shear failure of yield hinge regions for columns must be avoided.Based on the experimental study,nonlinear finite element analysis of yield hinge regions of 10 RC frame columns under cyclic loading was studied in detail;Solid 65 element and Link 8 element are used in ANSYS,all nodes at the top of the beams are coupled in the vertical direction to ensure that the yield hinges appear at the end of the columns;The skeleton curves,stress nephograms in elastic,cracking and failure stages and failure distribution were all calculated by ANSYS.Calculation results and experimental results are in good agreement.The accuracy of finite element models is verified,and the models presented give a reference to similar calculations.
引文
[1]易伟建,李浩.钢筋混凝土柱的“强剪弱弯”可靠性区间分析[J].工程力学,2007,24(9):72-79.
[2]黄华,施明军,刘伯权.框架结构“强梁弱柱”问题研究[J].防灾减灾工程学报,2010(S1):294-298.
[3]管品武,陈萌,李险峰,刘立新.地震区混凝土框架柱塑性铰区剪切抗力延性设计试验研究[J].世界地震工程,2005,21(1):150-154.
[4]管品武,陈萌,刘立新,邹银生.混凝土框架柱塑性铰区域剪切破坏形态的试验研究[J].世界地震工程,2003,19(4):23-28.
[2]黄华,施明军,刘伯权.框架结构“强梁弱柱”问题研究[J].防灾减灾工程学报,2010(S1):294-298.
[3]管品武,陈萌,李险峰,刘立新.地震区混凝土框架柱塑性铰区剪切抗力延性设计试验研究[J].世界地震工程,2005,21(1):150-154.
[4]管品武,陈萌,刘立新,邹银生.混凝土框架柱塑性铰区域剪切破坏形态的试验研究[J].世界地震工程,2003,19(4):23-28.
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