作　　者： ; ;

机构地区： 湖南大学土木工程学院

出　　处： 《建筑结构学报》 2006年第6期28-38,47,共12页

摘　　要： 进行了外加强环板型钢管混凝土柱．钢梁节点在恒定轴压力和水平往复荷载作用下的滞回性能试验研究，考察了试验参数，如柱截面形式（圆形和方形截面）、受火时间、梁柱线刚度比和轴压比等对该类节点的延性和耗能指标的影响规律，并对该类节点火灾后的节点刚性和节点域剪切变形性能进行了分析。试验结果表明，本次试验的节点层间位移延性系数μ=2．723-7．856，弹性极限层间位移角θy=1．64[θe]-4．39[θe]，弹塑性极限层间位移角θu=1．15[θp]-3．06[θp]，等效粘滞阻尼系数εeq=0．2266-0．3358，故可认为，本文试验参数范围内的该类节点试件都具有良好的抗震性能；此外，火灾后该类节点仍可视为刚性节点，且可不计节点域剪切变形对结构变形的影响。 A series of steel beam to concrete-filled steel tubular column connections with external ring were experimentally tested to study the hysteretic behaviors under combined constant axial load and cyclically increased flexural load. The influence on the ductility and energy dissipation indices of the parameters including the sectional types, the fire duration time, the beamcolumn stiffness ratio, axial load level, is discussed. The rigidity and shear deformation performance of the connection zone after exposure to fire are studied. It is shown that the story drift ductility index μ fluctuates between 2. 723 and 7. 856, the elastic limit of story drift angle θy is between 1.64 [ θe ] and 4.39 [ θe ], the elastic-plastic limit of story drift angle θu is between 1.15 [ θp ] and 3.06 [ θp ], and equivalent damper coefficient εeq is between 0. 2266 and 0. 3358. It can be concluded that the tested connection specimens reported in the paper have good earthquake-resistant performance. In addition, the type of connections after exposure to fire can be regarded as rigid connection, and the influence of shear deformation on the ovemU deformation can be neglected.

关 键 词： 钢管混凝土柱 钢梁 节点 火灾后 延性 耗能

领　　域： [建筑科学] [建筑科学]