## 5 Summary and Conclusions  
The inherent out-of-plane stiffness and strength of the HES are mainly provided by the steel plates in the ED zone. The strong connections to the two adjacent walls of the HES can also ensure its in plane performance. In the further study a kind of supporting structure will be developed in the SL zone to enhance its out of place performance. This study mainly analyzed the in-plane monotonic and hysteretic behavior of the HESs using software ABAQUS. Seven specimens of the HES are designed with different parameters and the influence of the parameters on their performance is investigated giving some optimized suggestions. The failure mode of the HESs is observed and their typical performance load-displacement is proposed with the character of double-step. Because of the design of the shear stiffness lifting control system, the ED zone would firstly come into plastic dissipating the input seismic energy and the SL zone would come into play when the large deformation occurs in a large and super large earthquake. Therefore, the HES can be used as the horizontal connecting member for the shear wall system and simultaneously enhance its seismic and resilient performance. On the basis of the above simulation and analysis, the following conclusions are obtained.  
(1) The proposed shear displacement threshold control system endows the HES with the ability of energy dissipation, stiffness lifting and shear strength lifting by the separate function of the ED zone and the SL zone. The bolt connection in the ED zone and the functional bolts could be easily and rapidly replaced when being damaged in the earthquake, which largely enhances the resilient performance and the recovery capability of the structural system. The threshold can be adjusted according to the requirement of the structural performance, this proposed The HES could be used in prefabricated shear wall system and the performance-based design could be applied.  
(2) The rectangular shape for the steel plate in the ED zone exhibits good energy dissipation performance and is easy for construction. According to the parameter analysis of the shape, the  
Figure 15: Accumulative energy dissipation curves. (**a**) HESI/HES2/HES6/HES7, (**b**) HES2/HES4/HES5, (**c**) HES2/HES3/HES4, (**d**) HES1-HES7.  
X-shaped steel plate in the ED zone exhibits the best performance and this type is suggested to be utilized in the HESs.  
(3) The shear deformation of the HES is caused by the horizontal displacement of the shear walls. When being employed in shear wall structures, the ultimate drift ratio of the HES in this study is about 4%, which could be adjusted to meet the requirement of corresponding horizontal displacement of the shear wall. The ductility coefficient of the steel plate in the energy dissipation zone is about 15 and the use of the low-yield-point steel could effectively enhance the energy dissipation ability in small shear deformation during small earthquakes.  
[PERSON] and [PERSON] provided the conceptual design of the novel composite wall; [PERSON] and [PERSON] conceived and designed the FE models; [PERSON] and [PERSON] analyzed the data; [PERSON] and [PERSON] wrote the paper; [PERSON] and [PERSON] revised the paper. All authors have read and agreed to the published version of the manuscript.  
This research was funded by National Natural Science Foundation of China (Grant No. 51708318, 51678322), the International Postdoctoral Exchange Fellowship Program (Grant No. 20190015), and the Ministry of Science and Technology of China (Grant No. 2017 YFC0703603).  
The research is financially and technically supported by the Taishan Scholar Priority Discipline Talent Group program funded by the Shandong Province, the Cooperative Innovation Center of Engineering Construction and Safety in Shandong Blue Economic Zone scheme funded by the Shandong Province and the first-class discipline project funded by the Education Department of Shandong Province.  
The authors declare no conflict of interest.