## 1 Introduction
[38] conducted tests on 9 PEC stub-columns under axial load and found that the failure of PEC columns was caused by local buckling of flanges and concrete crushing. In 2013, [PERSON] et al. [39] studied the performance of PEC column with high strength concrete through finite element analysis. The results showed that using high strength concrete (60 MPa) instead of ordinary concrete (30 MPa), the bearing capacity of PEC column was increased by about 55%, but the load-displacement curve exhibited brittle failure. In 2015, [PERSON] et al. [40] conducted an experimental study on PEC columns with axial compression ratio, steel content and shear span-ratio as parameters. The results showed that the deformation and bearing capacity of PEC columns increased with the increase of steel content, but the deformation capacity decreased with the increase of axial compression ratio. In 2016, [PERSON] et al. [41] conducted research on local and post-local buckling behavior of welded steel shapes in PEC columns. He not only revealed the failure mechanism of steel, but also put forward formulas of critical and post-buckling, PEC column, as an edge restraint member of steel plate shear wall structure, not only bears the large vertical load from the upper part of the structure, but also resists the large bending moment caused by lateral force [42; 43; 44]. Meanwhile, PEC columns have good fire resistance and cost savings [45; 46]. Therefore, it is introduced to steel plate shear wall to enhance the strength and stiffness of the edge members, so as to ensure greater seismic performance of the infill steel plate. In summary, the steel plate shear wall is a lateral resisting system suitable for buildings in high-intensity earthquake areas, which organically combines the advantages of steel moment-resisting frame and steel plate shear wall. The steel plate wall is the key element that affects the structural performance, which determines the seismic performance of the steel plate shear wall system such as strength, stiffness, energy dissipation capacity and ductility. Moreover, the stability, yield mechanism, energy dissipation capacity and ultimate failure model of the steel plate wall are closely related to the edge frame. However, steel columns are basically used in the vertical edge members of the steel plate wall in the current design. It is difficult to achieve the main function of anchoring the steel plate wall effectively, and it is easy to cause damage of the edge columns under a major earthquake and make the steel plate wall difficult to play its role, especially for thin steel plates. Therefore, how to organically coordinate the lateral stiffness and energy dissipation capacity of the steel plate shear wall to give full play to its superior seismic performance still needs further research and improvement, including: (1) Now, steel columns are basically used in the vertical edge members of the steel plate shear wall. However, there is a lack of research on the steel plate shear wall using PEC columns as the vertical edge members; (2) Steel plate wall is the main component to improve the lateral stiffness of the structure, since the tension field of steel plate wall is closely related to the stiffness of side columns. How to realize the reasonable matching of structural stiffness is the key to give full play to the seismic performance of the structure, such as bearing capacity, lateral stiffness and energy dissipation capacity. In order to study seismic performance of steel plate shear wall with PEC columns, a 1/3 scale specimen is designed and manufactured. The mechanical testing and simulation (MTS) loading system is used to subject cyclical loading on the model specimens. The failure mode, ultimate strength, stiffness and hysteretic curve of the steel plate shear wall with PEC columns are obtained by collecting and processing the experimental data.