为研究不同强度组合、不同层数高强钢组合K形偏心支撑框架结构(K-HSS-EBFs)的抗震性能，设计了10层、15层和20层三组不同强度组合的K形偏心支撑框架结构算例，选取10条地震记录对其进行动力时程分析，得到各算例在不同水准地震作用下的层间位移角，耗能梁段转角和塑性应变。研究表明：K-HSS-EBFs的层间侧移角沿结构高度分布与普通钢偏心支撑框架结构一致；罕遇地震作用下，K-HSS-EBFs的层间位移角满足抗震规范的限值要求，K-HSS-EBFs具有良好的耗能能力和足够的承载能力； Q690-X承受的地震作用和耗能梁段转角更大，用规范规定的弹塑性层间位移角限值作为控制指标进行设计偏保守；基于性能的抗震设计方法能够保证EBFs在罕遇地震作用下仅耗能梁段进入塑性，其他构件保持弹性，突出耗能梁段在偏心支撑结构中的耗能作用。

The seismic performance of K-shaped high-strength steel composite eccentrically braced frames (K-HSS-EBFs) with the combinations of different strength grades of steel and number of stories was investigated.Three groups of K-HSS-EBFs including 10, 15, and 20 stories were designed, and a dynamic time-history analysis was performed using 10 seismic ground motion records.The rotation angles and plastic strain of the links and the story drift angles of the samples under different earthquake levels were obtained.The results show that the story drift angle distribution of K-HSS-EBFs along the height of the structure is consistent with that of conventional K-shaped steel eccentrically braced frame structures.Under 8-degree rare earthquakes, the story drift angle of K-HSS-EBFs meets the specification limit.K-HSS-EBFs have good energy dissipation and sufficient load-carrying capacity.The seismic action that the structure can withstand and the link rotation angle obtained in Q690-X are larger compared with those of  conventional K-shaped eccentrically braced frames.It is conservative to use the specification limit of the elastic-plastic story drift angle as a control index in the design.The performance based seismic design(PBSD) method can ensure that the links in eccentrically braced steel frame structures enter into the plastic state during rare earthquakes while other members remain elastic, thereby highlighting the energy-dissipation effect of the link in eccentrically braced frame structures.