随着国民经济的快速发展，钢结构建筑蓬勃发展，钢管柱因材料利用充分、结构自重轻，对基础要求低等优点，其节点形式应用越来越广泛。传统在柱内加焊横隔板的方钢管梁柱节点制作复杂、造价提高、焊接质量不易保证。因此研究T型加劲肋的方钢管柱-工字梁节点的工作性能具有重要的理论意义和工程应用价值。 本文采用ABAQUS有限元软件，对有T型加劲肋的方钢管—工字梁连接节点进行竖向加载弹塑性分析，考虑柱壁厚度、加劲肋尺寸等参数变化，较系统地研究了方钢管—工字梁连接节点的受力性能。研究表明：单调荷载作用下，弹性阶段，加劲肋腹板与翼缘连接处首先出现高应力区，进入弹塑性阶段，梁翼缘与加劲肋连接端部出现贯通整个翼缘的塑性区，梁腹板相应位置也进入塑性，并逐渐向中心扩大，此时应力最大的区域转移至梁翼缘与加劲肋连接端部的中心，最后，梁翼缘在加劲肋连接端部形成塑性铰；由于加劲肋的加强作用，破坏时节点处变形不是很大，但梁上、下翼缘与加劲肋连接端部发生很大的变形；循环荷载作用下，节点的滞回曲线饱满，耗能性能良好；梁上、下翼缘及加劲肋与柱连接的角部易出现应力集中现象，工程实际中宜采取相应措施避免应力集中；T型加劲肋节点承担了一部分应力，梁翼缘宽度和加劲肋截面高度占据了柱翼缘全部宽度，节点应力分布更均匀，改善了节点的受力性能；加劲肋长度对节点的极限承载力和延性性能影响显著，增大加劲肋长度有利于梁端弯矩通过加劲肋向柱腹板传递，但加劲肋长度增加的同时，加劲肋翼缘与柱连接处的应力集中现象越来越严重。故应选择合理的加劲肋长度来提高节点受力性能；柱壁厚度对节点的极限承载力和延性性能影响不太显著，不能一味地增加柱壁厚来提高节点的受力性能，宜选择经济的柱壁厚度。

With the rapid development of national economy，steel structures have been applied wildly in our country. Because of the benefits of tubular column such as making use of material sufficiently，light weight of structure，low request of base and so on, the application of square tubular column to I-beam connections is more and more popular. Because welding diaphragm in traditional box-column connection was complicated to affricate and expensive with even bad quality，so it is of great significance and engineering benefits to research on behaviors of external T-stiffener square tubular column to I-beam connections. Using the software ABAQUS finite element analysis, elastic-plastic analysis on external T-stiffener square tubular column to I-beam connections under vertical loading was conducted. Considering the change of column thickness, stiffener size, mechanical behavior of tubular column to I-steel Beam Connections was systematically studyed in this paper. Results showed that: under monotonic loading, stiffener web and flange connection first appeared high stress area in elastic stage; in elastic-plastic stage, beam flange and stiffening rib connection end appeared having a region through the flange of beam web and plastic, the corresponding position of web came into the plastic; gradually expanded to the center, the maximum stress of regional metastases transferred to the center of beam flange and stiffening rib connection end. finally, the beam flange stiffener connection ends formed plastic hinge. Due to the strengthening rib, node deformation in destruction was not large. But the beam, the lower flange and stiffening rib connection end deformed a lot. Under cyclic loading, the connections had full hysteretic curve, energy consuming was ideal. The stress concentration phenomenon at the corner flange and stiffening rib and column connection could easily show, so in practical engineering corresponding measures should be taken to avoid stress concentration. T type stiffener took a part of stress; beam flange width and stiffening rib section height occupied the full width of column flange; connections stress distributed uniformly, all of which improved the stress performance of connections. The length of stiffener were significant in influencing the bearing capacity and ductility performance, which increased the length of stiffener benefiting the passing of the moment of beam end to the column web stiffener, at the same time, stiffener flange connected with the column of the stress concentration phenomenon were more and more serious. Reasonable length of stiffener should be chosen to improve connections stress performance, and it were not significant for column wall thickness on the bearing capacity and ductility. The increase of column wall thickness could not be solely relyed on to improve the stress performance of node, instead, some economical column thickness should be considered.