The HR BREACH model categorizes the dam break process into five distinct stages. Each stage utilizes specific erosion formulas, and a technique is introduced to determine the shape of the breach by calculating the effective shear stress [16; 17], and the accuracy is greatly affected by the case characteristics. The WinDAM model, jointly developed by the USDA Agricultural Research Service (ARS), Natural Resources Conservation Service (NRCS), and Kansas State University, employs the dam erosion formula and the slope movement formula to precisely estimate erosion. However, it does not incorporate the factor of lateral collapse [18]. The DL Breach model, created by [PERSON], utilizes both non-viscous and viscous erosion equations to accurately compute the erosion process. It also considers the displacement of steep ridges, allowing for the simulation of dam failure resulting from overtopping and piping. The peak flow and the extent of the breach correspond closely to the observed values. However, the model assumes that the rate of lateral expansion is proportional to the rate of vertical erosion [19]. The NHRI-DB model developed by the Nanjing Institute of Hydraulic Science uses the erosion rate formula based on shear stress principles to compute both the vertical erosion and lateral development of a breach [20]. It also takes into account the downslope headward erosion, allowing for an accurate simulation of the downslope tanking process. Although this model utilizes the linear shear stress equation published by [PERSON] (1984) [21] to determine the rate at which the bed erodes, it is important to note that this approach may result in an overestimation of the breach. The DB-IWHR model, developed by CHEN, utilizes the simplified Bishop method to calculate breach development [22]. It introduces a hyperbolic formula to account for erosion along the depth, effectively preventing transitional erosion. The model achieves a good simulation effect by incorporating water velocity as a step in the calculation. The mechanism model considers the physical mechanism of dam break development, which is more in line with reality. However, each model also has its limitations, mainly in that it mostly adopts the sediment transport formula based on the test data of river sediment transport, or it does not fully consider the development process of the collapse, such as defining the horizontal expansion process and the vertical development process as a simple linear relationship, or the collapse in the process of collapse development is not considered. For the simulation of flood propagation process, the commonly used hydrodynamic models usually include a one-dimensional model, two-dimensional model, and three-dimensional model [23; 24; 25]. A one-dimensional river model has been widely used because of its flexibility and high computational efficiency [26]. For example, the HEC-RAS model developed by the US Army Corps of Engineers (USACE) [27] and the MIKE model are coupled with the one-dimensional hydrodynamic model [28]. [PERSON] et al. developed a one-dimensional dam break flood analysis system based on geographic information system for calculating the risk of dam break flood [29]. However, a dam break flood is usually not limited to one-dimensional river channels, but usually breaks out of the river channels and floods into the downstream plain area, which has obvious two-dimensional characteristics, so the two-dimensional model is more applicable [30]. The more famous two-dimensional hydrodynamic business models include the Telemac-2D model developed by Electricite de France (EDF) [31], MIKE21 model and HEC-RAS 2D model [32], and InfoWorks ICM model developed by Innovyze Company in UK.