Submarine landslides have attracted widespread attention, with the continuous development of ocean engineering. Due to the recent developments of in-situ investigation and modelling techniques of submarine landslides, significant improvements were achieved in the evolution studies on submarine landslides. The general characteristics of typical submarine landslides in the world are analyzed. Based on this, three stages of submarine landslide disaster evolution are proposed, namely, the submarine slope instability evolution stage, the large deformation landslide movement stage, and the stage of submarine landslide deposition. Given these three stages, the evolution process of submarine landslide disaster is revealed from the perspectives of in-situ investigation techniques, physical simulation, and numerical simulation methods, respectively. For long-term investigation of submarine landslides, an in-situ monitoring system with long-term service and multi-parameter collaborative observation deserves to be developed. The mechanism of submarine landslide evolution and the early warning factors need to be further studied by physical modelling experiments. The whole process of the numerical simulation of submarine landslides, from seabed instability to large deformation sliding to the impact on marine structures, and economizing the computational costs of models by advanced techniques such as parallel processing and GPU-accelerators, are the key development directions in numerical simulation. The current research deficiencies and future development directions in the subject of submarine landslides are proposed to provide a useful reference for the prediction and early warning of submarine landslide disasters.

The dam site of Kaluma Hydropower Station is located on the Nile River in northern Uganda. It is a diversion power station with a total installed capacity of 600 MW. The gneissic fissures and medium dip fissures in the plant area not only reduce the strength of the rock mass, but also easy to form adverse combinations and cuts, which adversely affecting the stability of the cavern. Therefore, surrounding rock deformation and block instability are the key factors affecting the stability of underground caverns. Based on the field investigation data, according to the research of geological prototypes such as rock mass structural plane investigation and quality classification, this paper uses the finite element numerical analysis software FLAC^3D to establish and calculate the numerical model, adjusts the boundary conditions of the model through parameter inversion, and then calculates the stress and strain of each part of the rock mass, so as to evaluate the excavation stability of underground powerhouse construction. The actual situation of construction and excavation verifies the accuracy of numerical analysis and calculation.

According to the latest physical mechanical parameter of rock, crustal stress, section style and support parameter, rock stability of intersection of EVT- Ventilation Tunnel 2-1 and Ventilation Shaft 2 is analyzed and verified through FLAC3D on the base of actual geology parameter and test value of crustal stress.

Special attention deserves the provision of reinforcement to prevent cracking problems associated with the phenomena of shrinkage and temperature associated with the generation of cement hydration heat during concrete setting, which can induce significant deformations and stresses due to the volume change associated with the concrete mass temperature increase. The cylindrical shaft in power plant is a massive underground structure and of great importance to the security during construction. In this paper, the minimum reinforcement as initial design is adopted, then checks are performed for verifying operational and seismic conditions. Using uniform distribution of vertical reinforcement, the initial distribution of the longitudinal reinforcement of the LSS cylindrical shaft was calculated to verify its stability. This paper mainly presents the results of structure calculation based on an update of the geotechnical parameters resulting from the LSS monitoring layout and load combinations, with special attention to the seismic response and its interaction with the surrounding rock and the amplifying effects on the Control Room.