###### Abstract
Due to the high strength of steel fiber high-strength concrete, the section size is reduced, but the stiffness and load-carrying capacity certainly decline. [PERSON] et al. [14] designed a low-rise concrete shear wall with horizontal short slits. The design of this new type of ductile low-rise concrete shear wall is the same as that of the reinforcement of an ordinary concrete shear wall; the difference is that stepped horizontal semi-through slits are arranged along the diagonal direction of the wall. When the horizontal slits are arranged reasonably, the load-carrying capacity of the low-rise concrete shear wall with short horizontal slits is about 90% of that of the ordinary concrete shear wall, but its energy dissipation effect is not significantly improved. [PERSON] et al. [15] proposed adding a certain number of stiffening steel damping devices in the middle of the vertical slits of the wall. The plastic deformation of the shear wall limbs at both ends of the coupling beam under earthquake action is used to dissipate the seismic energy. During an earthquake, the damping devices in the slits are destroyed before the main structure to protect it. [PERSON] et al. [16] proposed a new type of ductile low-rise concrete shear wall with friction-damp control devices. The method consists of the opening of a certain number of vertical through seams along the entire height in the wall panel so that the whole section of the wall becomes several wall panel columns, and the wall panels on both sides of the vertical seam are effectively connected by the friction control device arranged at the through seams. The two-layer splint in the friction-damp control device will produce relative dislocation under the action of an earthquake to dissipate the seismic energy, but due to the small vertical deformation of the low-rise concrete shear wall, the energy dissipated through friction is also limited. [PERSON] et al. [17] proposed an energy-dissipated low-rise concrete shear wall having tubes filled with concrete. The ordinary reinforced concrete shear wall is cut horizontally at half of the wall height and then connected by concrete-filled steel tubular short columns. Due to the excellent energy dissipation effect of CFST, the high ductility effect of concrete-filled steel tube ductile columns is fully exerted during the earthquake, and the seismic energy is offset by its plastic deformation to reduce the seismic response of the structure. [PERSON] et al. [18] proposed a frame structure with an RC damper. Through experimental research and theoretical analysis, it was shown that the new system increases the energy dissipation effect and improves the integrity of the structure. The energy dissipation capacity of ordinary RC energy dissipators in earthquakes is still poor. Considering CFST columns usually have good ductility and energy dissipation capacity, and that the first story of a masonry structure with RC frames shear walls lacks ductility and energy dissipation capacity, this paper proposes placing CFST dampers at appropriate positions on the first story of a masonry structure with RC frames on the first story, instead of ordinary concrete shear walls. This can increase the energy dissipation effect of the structure and easily adjust the stiffness of the first story of the masonry structure with RC frames, so that it is more reasonable. Firstly, the seismic performance under low-reversed cyclic loading of the frame with CFST dampers was compared with that of the energy-dissipated low-rise concrete shear wall with CFST short columns proposed by previous researchers and the ordinary low-rise concrete shear wall. The failure process and mode, hysteretic loops, skeleton curve, stiffness degradation, displacement ductility factor, equivalent viscous damping coefficient, and energy dissipation capacity of the three components are discussed. Furthermore, a masonry structure model with RC frames on the first story with CFST dampers and two other comparative structural models are designed.