3层预压装配式预应力混凝土框架的静力弹塑性分析
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摘要
为了进一步了解预压装配式框架的地震反应特征,在1榀单跨3层预压装配式混凝土框架在低周反复荷载作用下的试验基础上,文章采用SAP2000程序对其进行静力弹塑性分析,了解预压装配式混凝土框架的受力性能、变形能力和框架的破坏机制。试验研究表明:在水平和竖向荷载共同作用下,框架梁端负弯矩叠加区首先出现塑性铰,加载后期梁端塑性铰发生充分转动;框架层间极限位移角为1/42~1/67时,承载能力没有出现明显下降。理论分析表明:预压装配式预应力混凝土框架在基本烈度地震作用下,仍能保持弹性状态;罕遇地震下框架最大层间位移角出现在1层,为1/43,与试验值较为接近,小于规范规定的限值1/50。预压装配式混凝土框架具有较好的抗震性能。
Based on the low-cycle loading experiment of a specimen of three-story prestressed fabricated concrete frame,the load-bearing capacity,the deformation performance and the failure mechanism of the frame are investigated by using SAP2000 to make nonlinear static analysis.The experimental results show that the plastic hinge first appears at the negative moment superposed zone of the frame beam ends under both horizontal load and vertical load,during the late period of loading the plastic hinge of beam ends can rotate sufficiently and when the ultimate story drifts angle is between 1/42~1/67,the carrying capacity of the frame does not degrade obviously.The theoretical analysis indicates that the prestressed fabricated concrete frame can still keep elastic when suffered from earthquake with basic intensity,and when suffered from rare earthquake,the largest story drift angle appears at the first story reaching 1/43,which is close to the experimental value and is smaller than the limit value in the code.All these show that the prestressed prefabricated concrete frame has excellent seismic performance.
Based on the low-cycle loading experiment of a specimen of three-story prestressed fabricated concrete frame,the load-bearing capacity,the deformation performance and the failure mechanism of the frame are investigated by using SAP2000 to make nonlinear static analysis.The experimental results show that the plastic hinge first appears at the negative moment superposed zone of the frame beam ends under both horizontal load and vertical load,during the late period of loading the plastic hinge of beam ends can rotate sufficiently and when the ultimate story drifts angle is between 1/42~1/67,the carrying capacity of the frame does not degrade obviously.The theoretical analysis indicates that the prestressed fabricated concrete frame can still keep elastic when suffered from earthquake with basic intensity,and when suffered from rare earthquake,the largest story drift angle appears at the first story reaching 1/43,which is close to the experimental value and is smaller than the limit value in the code.All these show that the prestressed prefabricated concrete frame has excellent seismic performance.
引文
[1]范力,吕西林,赵斌.预制混凝土框架结构抗震性能研究综述[J].结构工程师,2007,23(4):90-97.
[2]种迅,孟少平,潘其健,等.部分无黏结预制预应力混凝土框架及其节点抗震能力研究[J].地震工程与工程振动,2007,27(4):56-60.
[3]Kaya M,Arslan A.Analytical modeling of post-tensioned precast beam-to-column connections[J].Materials and Design,2009,30:3802-3811.
[4]柳炳康,宋满荣,黄慎江,等.三层预压装配式预应力混凝土框架抗震性能试验研究[J].建筑结构学报,2011,32(9):99-106.
[5]昂正文,柳炳康,宋满荣,等.预压装配式预应力混凝土框架梁端延性特征及耗能能力[J].合肥工业大学学报:自然科学版,2010,33(12):1824-1829.
[6]GB 50011-2010,建筑抗震设计规范[S].
[7]昂正文.预压装配式预应力混凝土框架抗震性能研究[D].合肥:合肥工业大学,2010.
[8]姜锐.SAP2000在静力弹塑性分析中的应用[J].郑州大学学报:工学版,2004,25(4):19-23.
[9]叶燎原,潘文.结构静力弹塑性分析(pushover)的原理和计算实例[J].建筑结构学报,2000,21(1):37-43.
[10]吴京,盂少平.预应力混凝土极限抗弯承载力计算的等效荷载法[J].工业建筑,1999,29(9):24-28.
[2]种迅,孟少平,潘其健,等.部分无黏结预制预应力混凝土框架及其节点抗震能力研究[J].地震工程与工程振动,2007,27(4):56-60.
[3]Kaya M,Arslan A.Analytical modeling of post-tensioned precast beam-to-column connections[J].Materials and Design,2009,30:3802-3811.
[4]柳炳康,宋满荣,黄慎江,等.三层预压装配式预应力混凝土框架抗震性能试验研究[J].建筑结构学报,2011,32(9):99-106.
[5]昂正文,柳炳康,宋满荣,等.预压装配式预应力混凝土框架梁端延性特征及耗能能力[J].合肥工业大学学报:自然科学版,2010,33(12):1824-1829.
[6]GB 50011-2010,建筑抗震设计规范[S].
[7]昂正文.预压装配式预应力混凝土框架抗震性能研究[D].合肥:合肥工业大学,2010.
[8]姜锐.SAP2000在静力弹塑性分析中的应用[J].郑州大学学报:工学版,2004,25(4):19-23.
[9]叶燎原,潘文.结构静力弹塑性分析(pushover)的原理和计算实例[J].建筑结构学报,2000,21(1):37-43.
[10]吴京,盂少平.预应力混凝土极限抗弯承载力计算的等效荷载法[J].工业建筑,1999,29(9):24-28.
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