The reactor pool of nuclear power stations adopts a single-sided stainless steel double-steel plate composite shear wall. To study the out-of-plane mechanic performance of this type of composite shear wall， two 1∶2.5 scaled specimens with different bolt and tie bar configurations were designed. Low-cycle reciprocating load tests were conducted to investigate the failure mode， hysteretic behavior， stiffness degradation， energy dissipation， as well as the impact of bolt and tie bar reduction on the out-of-plane performance of the single-sided stainless steel double steel plate shear wall. The test results showed that during loading， the common steel plate first buckled， followed by the buckling of the stainless steel plate， and the side sealing steel plate weld cracked. Subsequently， multiple bolts and reinforcing tie bars broke， leading to the crushing of concrete until the specimen failed. The hysteresis curves of the two specimens were full， indicating good seismic performance， and the plastic development of common low-alloy steel plates was sufficient. When the bolt spacing increased from 80 mm to 90 mm， the average ductility coefficient of the specimens decreased by 8.3%， and the bearing capacity in both positive and negative out-of-plane directions decreased by less than 10%. A finite element model of the single-sided stainless steel double steel plate shear wall was established using Abaqus software， and it was compared with experimental results， showing good agreement between them. The finite element model was further used to analyze the impact of parameters such as concrete strength， steel content ratio， and the difference in tensile bearing capacity between the two sides of the steel plates on the out-of-plane bearing performance of the wall. The results indicate that the strength of the concrete has a minor impact on the bearing capacity of the shear wall. When the unilateral steel content ratio of the specimen increases from 0.5% to 2.5%， the bearing capacity of the low alloy steel plate in the tensile direction rises by 160%， and that of the stainless steel plate increases by 176%. When the difference in tensile bearing capacity of the steel plates on both sides exceeds 30%， the difference in bearing capacity of the shear walls in both directions exceeds 15%. Based on the experiments， recommended values for each parameter are provided.