钢结构重量轻、地震作用小、延性好。钢结构框架是一种抗震性能很好的结构，在世界各国应用十分广泛。然而，在1994年发生在美国的Northridge地震和1995年发生在日本的阪神地震中，钢结构框架发生了严重的破坏，而且大多都是发生在节点处的脆性破坏。两次强烈地震反应了钢结构框架梁柱连接的性能有待进一步研究，也引起了全世界结构工程专家的广泛关注。对钢框架梁柱腹板连接的节点性能的研究，在理论研究和工程应用上都具有重要的意义。 本文在弹性力学和塑性力学的基础上，利用非线性有限单元法，建立了考虑几何非线性、材料非线性以及摩擦等参数的梁柱腹板连接的非线性有限元模型，模拟研究了钢框架梁柱腹板连接在单向荷载作用下的反应。将有限元分析结果与试验结果（美国所做）进行了对比，验证了分析的正确性。 本文根据我国规范的有关规定，自行建立了12个不同构件尺寸的梁柱腹板连接的三维有限元模型，对不同构件尺寸的梁柱腹板刚性连接节点在单向荷载作用下的反应进行了研究，从结构的Mises应力等值线示意图、梁端加载处的荷载——位移曲线、翼缘连接板两端的Mises等效应力以及翼缘连接板与柱相连接的三边的Mises应力等值线示意图四方面进行了比较与分析，从而得出了不同构件尺寸的梁柱腹板刚性连接的在受力行为上的结论：增加翼缘连接板的厚度、增加翼缘连接板的长度以及采用柱的横向加劲肋均可以改善节点的受力性能：提高节点的承载能力；减小翼缘连接板内部与柱翼缘边的的应力不均匀现象，从而避免试件过早地发生破坏。然后针对模型的设计，提出了几点建议。 本文所建立的有限元模型考虑问题全面、精度较高，它与所采用的有限元程序能够很好地模拟、研究在单向荷载作用下梁柱腹板刚性连接的反应。本文研究的内容比较系统，结论及建议对于指导工程设计具有重要的参考价值，为进一步研究钢框架梁柱腹板刚性连接的节点性能打下了良好的基础。

Steel structure is widely used in buildings in the world because of the light weight, excellent performance in earthquakes and the ideal ductility of steel. But during the 1994 Northridge Earthquake in America and 1995 Hyogoken-Nanbu Earthquake in Japan, steel frames were seriously damaged, and many of which were brittle fracture at the connections. This indicated the behavior of beam-to-column web moment connections should be further studied, and consequently arose the recognition of the structural engineering experts. The analysis on the behavior of beam-to-column web moment connections is not only significant from the theoretical aspect, but also important in practice. Based on the elastic and plastic mechanics, using the finite-element analysis, the nonlinear finite model of the beam-to-column is established according to the American code. The model involved geometry, material nonlinear and friction. The response of beam-to-column web moment connections under monotonous load is researched on. After comparing between the finite-element analysis and experimental results, the author verified the FEM. Then according to the Chinese code, the nonlinear finite model of the beam-to-column is established which are made of different size components. The responses of beam-to-column web moment connections which are made of different size components are compared and analyzed from three facets, and the conclusions about the joints behavior are drawn: thicken the connection plate, lengthen the connection plate or use a back-up stiffer can improve the connection behavior, consist of improving the behavior of load-supported and reducing the stress convergence in the flange moment plates. Then, suggestions about the design of the beam-to-column web moment connections are put forward. In conclusion, the finite-element model and the program adopted in this paper can well simulate the response of beam-to-column web moment connections under monotonous load. The study is rather systematic. The conclusion and design recommendations are very useful for instruct the project. This article established the basis of further studies.