## 1 Introduction  
Pure frame structures have good ductility and energy dissipation capacity, however their lateral stiffness is poor. A centrally braced frame (CBF) has large lateral stiffness; nevertheless, buckling often occurs under the conditions of severe earthquakes. [PERSON] et al. [1; 2; 3] improved the centrically braced frame and developed the idea of an eccentrically braced frame (EBF) system. Analytical studies show that EBFs have good ductility, and energy dissipation capacity has been applied to the seismic design [4; 5; 6]. In Northridge's damaged structures, there was only rare evidence that plastic zones actually were formed. Instead, the seismic energy was transmitted directly to the connection, overloading it and causing it to brittle fracture [7]. For the connection to be employed in seismic resistant frames, it is important to examine its ductility and energy dissipation capacity. Previous investigations [8; 9] indicated that the column panel zone (PZ) ductility can considerably influence the failure mode of the beams with reduced beam section (RBS) moment connections, where the beam-to-column joints with weak PZs result in brittle fracture within the weld connecting the beam flange to the column face. Subsequently, tests by [PERSON] [10] have shown that the RBS usually experiences web local buckling first, followed by lateral torsional buckling and finally flange local buckling. [PERSON] and [PERSON] [11] introduced a hybrid connection called the Slotted-Web-Reduced-Flange (SWRF), which consists of an RBS and a slotted beam web (SBW). This connection is modeled by directly attaching the beam flanges to the column without any slots in the web or cuts in the flanges. The pre-Northridge connection experiences nearly double the maximum stresses of the SWRF connection at 0.04 rad of rotation. Therefore, [PERSON] and [PERSON] [12] studied a connection with a rectangular hole in the web, called rectangular hollow sections (RHS). According to that research, the connection moment-rotation behavior is represented by three parameters, namely, initial connection stiffness, ultimate moment capacity, and shape parameter. However, the shear links have different energy dissipation ways from these systems. From other tests on the overall energy dissipation capacity of eccentrically braced steel frame structures, [PERSON] and [PERSON] [13] concluded that the inelastic deformation of shear links was the main factor affecting structural energy dissipation based on previous studies. Tests by [PERSON] and [PERSON] [14] showed that the prediction of the cyclic web buckling displacement angle was only applicable for links with stiffener spacing smaller than the web height. Therefore, [PERSON] et al. [15] presented an investigation into the cyclic behavior of corrugated steel plate shear walls (SPSWs); it was shown that the energy dissipation capacity of specimens with an angle of 60\({}^{\circ}\) is approximately 6% larger than specimens with an angle of 45\({}^{\circ}\), where the specimens have the same level of corrugation and wall thickness. The shear links with different stiffener arrangements were tested to further investigate the influence of stiffener spacing on cyclic web buckling behavior. Moreover, the plastic over strength behavior was also studied since previous studies only gave a fixed over strength coefficient at the shear displacement angle of 8%, however the plastic over strength behavior was not clear for links with shear displacement angles exceeding 8% [16; 17]. In addition, [PERSON] et al. [18] proposed that energy dissipation occurred at the flange of the link. Tests performed on seismic behavior of the replaceable link by [PERSON] et al. [19] also indicated that the replaceable link dissipated the energy through plastic deformation and the restoration of the links was more convenient after the earthquake. Experiments by [PERSON] et al. [20] conducted on links which led to plastic deformation were concentrated in the link under the cyclic loading.