###### Abstract
In order to ensure the safety and reliability of the cable replacement, reasonable mechanical analysis and construction control should be carried out on the cable replacement process. [PERSON] et al. [26] adopted the finite element method on Tianjin Yonghe bridge to simulate each stage of the cable replacement process; the dates of tension, the alignment of the main beam, and the change of stress before and after the cable replacement were compared and analyzed. [PERSON] et al. [27] used [PERSON]'s filtering method in the construction control for cable replacement combined with the cable replacement project of Jiao-Ping Du cable-stayed bridge. The results showed that the cable tension of the cable-stayed bridge was 2926 kN less than the design cable tension after changing the cable of this bridge. In addition, considering the sustainability of safe operation during the entire life of the structure, the optimization design of cable structures has gradually attracted attention. [PERSON] et al. [28] described the effort to replace all 72 of the stay cables of the Hale Boggs Memorial Bridge. Moreover, on the stressing sequence of stays, [PERSON] and [PERSON] et al. [29] found that the geometry of the arch shape, the design of the arch-tie joint, and the construction sequence can significantly modify the global behaviour in terms of the stress state and deformed configuration. The determination of initial cable forces in cable-stayed bridges is an important first step in design and analysis of the structure under external loads [30].Then, they proposed a unified procedure for determining the initial cable forces and for analyzing the entire sequence, and a forward procedure was implemented to follow the actual sequence of construction by extending a procedure already applied to concrete cable-stayed bridges [31; 32]. Although cable-stayed bridges and arch bridges have the same characteristics in terms of cable replacement, there are relatively few studies on the replacement of arch bridge hangers. Hanger replacement works are highly technical works requiring specialized equipment, techniques, and engineering at all stages of the operation [33]. During the entire hanger replacement process, the structural responses need to be controlled within a reasonable range in order to reduce the internal force and linear deviation, which could ensure that the structure does not crack and leads to reducing its bearing capacity due to excessive deformation. In the hanger replacement process, the precise displacement control is very critical, and the displacement often needs to be controlled within a reasonable range. At the same time, other structural responses such as internal force, stress, and so on could be also controlled within a suitable range. According to the existing research, the hanger replacement process of half-through arches with a suspended deck by cable hangers is mainly simulated by the finite element method (FEM), which mainly has the following two problems: (a) it is troublesome to simulate the hanger replacement process of half-through arches with a suspended deck by cable hangers, which has high requirements for engineers and technicians. Due to the system conversion problems involved in the hanger replacement process, the correct results cannot be obtained if it is handled improperly in the process of finite element simulation. In the hanger replacement process, the stress system of the bridge structure would change. In the old hanger demolition process, the cable forces of the old hanger are transferred to the pocket hanging system step by step, while in the new hanger installation process, the cable forces of the pocket hanging system are transferred to the new hanger step by step. (b) It takes a lot of time to simulate the hanger replacement process of half-through arches with a suspended deck by cable hangers. The hanger replacement process involves geometric nonlinearity, which makes the single simulation time longer.