###### Abstract
Replaceable links are isolated from adjacent structural members to absorb deformation and energy in seismic events [8; 9], so as to protect the lateral load resisting systems. Replaceable link is extensively used in EBFs, as it can be used to evaluate the post-earthquake construction performance quickly and accurately and it can be easily repaired and replaced [10; 11; 12; 13; 14]. The length of the link is a very important parameter for the strength, stiffness, and ductility of the EBFs system [15; 16; 17; 18]. The link length ratio \(\rho=\text{e}/(\text{M}\text{p}/\text{V}\text{p})\), where \(\text{e}\) is the link length, \(\text{M}\text{p}\) is the plastic moment capacity, and \(\text{V}\text{p}\) is the plastic shear capacity of the link, is usually used to represent the yielding behavior of a link. According to the relative relation between the link's plastic moment and shear ability, the link length can be divided into short links, where the shear yielding of the web is found to be the dominant factor and long links where the flexural yielding controls the link performance [19; 20]. However, an intermediate link would experience a combination of both shear and flexural yielding. Past studies by [PERSON] and his colleagues [21; 22; 23; 24; 25; 26] has shown that the strength and ductility of short link are better than long link and they suggested the value of short link length ratio for shear behavior control, \(\rho<1.6\), which is still in use in many design specifications [27; 28; 29; 30; 31; 32]. [PERSON] and [PERSON] [2] conducted the first study that specifically targeted EBFs with horizontal links that can be easily removed and replaced after an earthquake. The author drew a conclusion that link length ratio (\(\rho\)) should be limited to 0.8 then the link would have proper cycle behavior through studying a kind of link that connects beam with the bolt end plate. Further numerical and experimental studies of [PERSON] [33] confirmed the applicability of the concept and presented a general methodology for designing structures with removable dissipative elements and two applications. [PERSON] et al. [34] conducted cyclic loading tests on connection specimens of 23 full-scale eccentric support frames. The connection width ratio, the connection super strength coefficient, and the effect of loading process on the connection were tested. There are mainly two types of connection between energy dissipation beam section and frame beam in k-type eccentrically braced frames, which are end plate connection type and web connection type, respectively. Since the 2000s, [PERSON] and [PERSON] [33; 35; 36] studied a link-to-beam connection with bolted end-plates and concluded that the link length ratio should be limited to 0.8 for the sake of preferable hysteretic behavior. Bolted end-plate connections for replaceable shear links were fabricated by using complete joint penetration welds [36; 37; 38], partial joint penetration welds [39], and fillet welds [40; 41]. In 2011, [PERSON] [13] conducted an experimental study on two link designs: a w-type endplate connection with bolted connections and a back-to-back c-type connection with bolted or welded connections. The links exhibited a very good ductile behavior, developing stable and repeatable yielding. [PERSON] [42] conducted further experimental studies on replaceable links for steel eccentrically braced frames (EBFs) in 2017. The author put forward a replaceable link detail, which was based on splicing the directly connected braces and the beam outside the link. The validity of this method has been verified by eight near-full-size EBF tests under quasi-static cyclic loading. In addition, [PERSON] and [PERSON] [39; 43] recommended a bolted end plate connection detail for replaceable links that utilized fillet welds at the link-to-endplate interface recently. In past researches, there were many on the end plate connection type energy dissipation beam, but few on the web connection type.