不同轴压比下碳纤维混凝土柱滞回性能研究
|
摘要
采用C30混凝土按碳纤维体积掺量2‰进行配合比设计,制作了3个试验试件柱,对其进行水平低周往复加载,分析其在轴压比0.4、0.5、0.6下试件的滞回曲线、骨架曲线及位移延性系数;同时采用ABAQUS软件对碳纤维混凝土柱的滞回性能进行有限元分析,得到碳纤维柱的滞回曲线和应力云图。结果表明,轴压比的变化对试件滞回曲线的饱满程度影响不大,不同轴压比下试件的滞回曲线均比较饱满,没有出现捏拢现象,到达极限承载力后,曲线下降平缓;随着轴压比的增大,试件的极限承载力降低,所对应的极限位移和延性系数均减小。采用ABAQUS软件模拟得到的曲线与试验所得曲线吻合较好。
Three specimens of carbon fiber reinforced concrete columns with C30 concrete strength grade and 2‰carbon fiber are tested to study their hysteresis curve, skeleton curve and displacement ductility coefficient when the axial compressive ratios are 0.4, 0.5 and 0.6. And carbon fiber concrete columns are analyzed by using the finite element software ABAQUS, the hysteretic curve and stress nephogram of the columns are achieved. The results show that the change of axial compression ratio has little influence on the full extent of the hysteretic curves. The hysteretic curves under different axial compression ratios are full without significant pinch phenomenon. When the limit bearing capacity of the columns is reached, the skeleton curve decreases slowly. With the increase of axial load ratio, the ultimate bearing capacity and limit displacement decrease. The simulation curve and experimental curve are in good agreement which proved the rationality of simulation.
Three specimens of carbon fiber reinforced concrete columns with C30 concrete strength grade and 2‰carbon fiber are tested to study their hysteresis curve, skeleton curve and displacement ductility coefficient when the axial compressive ratios are 0.4, 0.5 and 0.6. And carbon fiber concrete columns are analyzed by using the finite element software ABAQUS, the hysteretic curve and stress nephogram of the columns are achieved. The results show that the change of axial compression ratio has little influence on the full extent of the hysteretic curves. The hysteretic curves under different axial compression ratios are full without significant pinch phenomenon. When the limit bearing capacity of the columns is reached, the skeleton curve decreases slowly. With the increase of axial load ratio, the ultimate bearing capacity and limit displacement decrease. The simulation curve and experimental curve are in good agreement which proved the rationality of simulation.
引文
[1]任彦华,程赫明,何天淳,等.碳纤维混凝土的力学性能研究[J].云南农业大学学报,2010,25(5):697-702.
[2]张卫东,徐学燕.碳纤维混凝土的特性及发展前景[J].森林工程,2004,20(1):61-63.
[3]邓燕,高文强.碳纤维混凝土增强机理概述[J].珠江现代建设,2009(1):34-35.
[4]蔡传国,韦忠瑄,杨绪普.纤维增强混凝土对剪压柱塑性铰形成影响的比较试验[J].混凝土与水泥制品,2012(6):41-45.
[5]梁福康.碳纤维混凝土[J].建筑技术,2000,32(1):17.
[6]周尚志,党发宁.单轴压缩CT条件下混凝土细观结构破裂分析[J].海洋工程,2009(5):89-94.
[7]刘齐茂,燕柳斌.基于零阶和一阶优化算法的建筑结构抗震优化设计[J].华南地震,2008,28(4):27-33.
[8]孙鹏举,徐亚丰.钢骨-钢管混凝土框架节点滞回性能研究有限元分析[C].第八届沈阳科学学术年会论文集.北京:中国学术期刊杂志,2011.
[9]于良,程华,靳雨欣,等.碳纤维混凝土单轴受压应力-应变本构关系[J].后勤工程学院学报,2013,29(4):6-12.
[10]徐亚丰,王越.碳纤维钢骨-钢管混凝土柱抗震性能试验研究与有限元分析[J].沈阳建筑大学学报:自然科学版,2013(4):612-620.
[11]李威.圆钢管混凝土柱-钢梁外环板式框架节点抗震性能研究[D].北京:清华大学,2011.
[2]张卫东,徐学燕.碳纤维混凝土的特性及发展前景[J].森林工程,2004,20(1):61-63.
[3]邓燕,高文强.碳纤维混凝土增强机理概述[J].珠江现代建设,2009(1):34-35.
[4]蔡传国,韦忠瑄,杨绪普.纤维增强混凝土对剪压柱塑性铰形成影响的比较试验[J].混凝土与水泥制品,2012(6):41-45.
[5]梁福康.碳纤维混凝土[J].建筑技术,2000,32(1):17.
[6]周尚志,党发宁.单轴压缩CT条件下混凝土细观结构破裂分析[J].海洋工程,2009(5):89-94.
[7]刘齐茂,燕柳斌.基于零阶和一阶优化算法的建筑结构抗震优化设计[J].华南地震,2008,28(4):27-33.
[8]孙鹏举,徐亚丰.钢骨-钢管混凝土框架节点滞回性能研究有限元分析[C].第八届沈阳科学学术年会论文集.北京:中国学术期刊杂志,2011.
[9]于良,程华,靳雨欣,等.碳纤维混凝土单轴受压应力-应变本构关系[J].后勤工程学院学报,2013,29(4):6-12.
[10]徐亚丰,王越.碳纤维钢骨-钢管混凝土柱抗震性能试验研究与有限元分析[J].沈阳建筑大学学报:自然科学版,2013(4):612-620.
[11]李威.圆钢管混凝土柱-钢梁外环板式框架节点抗震性能研究[D].北京:清华大学,2011.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心