目前，国内外对钢结构框架抗震性能的研究大都集中在节点或平面框架的受力性能上，对空间钢框架的受力性能研究很少。实际的框架结构都是空间结构，本文从结构的整体受力性能出发，考虑结构的空间作用效应，深入研究了刚性连接空间钢框架在循环荷载作用下的受力性能，以更好地协调结构承载力、刚度和延性三者的关系，对于指导设计工作具有十分重要的现实意义。 本文考虑材料非线性和几何非线性，用有限元法对刚性连接空间钢框架的受力性能进行了深入研究，真实地模拟了其在各种情况下的受力状态。通过对5个系列21个试件的计算与分析，主要研究了刚性连接空间钢框架在循环荷载作用下的滞回性能、破坏机理，以及框架轴压比、高跨比、剪跨比、柱长细比和框架节点形式等对刚性连接空间钢框架整体抗震性能的影响。结果表明：刚性连接空间钢框架在循环荷载作用下破坏时首先在首层框架梁端产生塑性铰，然后是框架柱脚屈曲形成塑性铰；在结构设计中应保证框架梁端焊缝的有效连接，通过构造措施保证基础对柱脚的良好约束，同时应适当增大边柱和角柱的安全系数，防止边柱和角柱柱脚的过早破坏；翼缘与腹板连接部位焊缝在循环荷载作用下受力复杂，应力集中现象严重，且处于三向应力状态，加剧了焊缝出现脆断的可能性；结构设计中认为梁翼缘只承担弯矩而不承担剪力，腹板只承担剪力而不承担弯矩，实际上容易造成对接焊缝设计过载，使得对接焊缝在地震中发生脆性破坏的可能性增大；狗骨式、盖板式和加腋式节点钢框架都能比较好的实现梁端塑性铰外移，从而有效地降低梁端焊缝应力，减小梁端焊缝出现脆性破坏的可能性。 本文所建立的有限元模型考虑问题较为全面，精度较高，能够真实的模拟刚性连接空间钢框架在循环荷载作用下的受力行为。本文深入地分析了刚性连接空间钢框架在循环荷载作用下的受力性能，研究工作和得出的结论对于指导工程设计具有一定的参考价值，为进一步研究空间钢框架的抗震性能打下了良好的基础。

At present, most of the research about the seismic-resistant performance of steel frame focus on the performance of the plane steel frames and joints, and the research rarely relate to the performance of the spacial Steel-Frame. Actually, the frame is spacial construction. Therefore, embarking from the frame’s whole seismic-resistant performance and considering three-dimensional effect, this paper thoroughly studies the seismic-resistant performance of the rigid spacial steel-frame constructions under cyclical-loading; by even better coordinates the relationship between the structure’s strength, rigidity and ductility has the extremely important practical significance regarding the instruction design work. This paper applies material nonlinear and geometry nonlinear FEM Model (finite element method) to exactly simulate and thoroughly analyze the overall behaviors of the rigid spacial steel-frame constructions under cyclical-loading. The load-bearing condition of the rigid spacial steel frames construction in a variety of situations was really simulated through the calculation and analysis of 21 species of 5 series. The major parameters including constant axial compression ratios, ratio of high to span, length of beam, slenderness ratios of columns and different frame joint are studied. The main conclusions are: The first plasticity-joint of the breakdown rigid spacial steel-frame constructions is in the end of the first-floor-frame beam, and the last one is in the heel of column. In the design of engineering, the welded join security of the intermediate frame-beam end must be sufficed, and suffice that the base well restraints the heel by construction, prevent the premature breakdown of side column and intermediate column by enhancing the safe coefficient of side column and intermediate column. The stress is complicated in the welded joint of edge and web, besides the stress concentration and the three-dimensional stress states is obvious; this pricks up the possibility of the brittle fracture of welded joint. In the design of engineering, the view that considers that all bend force is bore by the edge and all shear force is bore by the web maybe make the design of welded joint be insecurity and pricks up the possibility of the brittle fracture of welded joint. The frame with the dog-bone joint, cover-plates joint and welded-haunch joint can make the plasticity-joint depart from the end of beam, and reduce the welded joint stress, and avoid the brittle fracture of welded joint. In conclusion, the FEM Model can well simulate the behavior of the rigid spacial steel-frame constructions under cyclical-loading. The load-bearing performance of the rigid spacial steel-frame constructions is analyzed exactly in this paper. The work and the result are very useful for revising design specifications and guiding design of engineering. This paper will play a basic role in the further study on spacial steel-frame constructions and analyzing the seismic-resistant behavior of whole structure.