# Flexural Buckling Failure of Rock Slopes: A Review of Influencing Factors and Analysis Methods
## 4 Analysis Methods for Flexural Buckling Failure  
### Physical Model Tests  
By comprehensively and realistically reproducing the complex geological conditions of a landslide, physical model tests can intuitively simulate the entire process of landslide deformation, instability, run-out, and accumulation, revealing the effects of key parameters on the whole landslide process, and further provide a scientific basis for the construction of new theoretical and numerical models. At present, common physical model tests of buckling landslides include conventional indoor model tests, base friction tests, centrifugal model tests, and shaking table tests. Utilizing resin-bonded spherical artificial rock particles to assembly rock slabs and small-scale indoor models of stratified rock slopes, [PERSON] et al. [58] and [PERSON] and [PERSON] [30] reproduced the evolution process of flexural buckling and systematically studied the effects of slope angle, dip angle, layer thickness, and material deterioration caused by rainfall on the buckling deformation and failure of dip slopes. By experimentally modelling the dynamic excavation processes in a model of open pit mines, [PERSON] et al. [59] found that rocks on the upper part of the slope slipped along the bedding planes, while slip-buckling failure occurred near the foot of the slope. Taking the generalized model of the Qingshi bank slope in the Three Gorges Reservoir area as an example, [PERSON] et al. [57] studied the effect of rock mass deterioration in the hydro-fluctuation belt on the buckling stability of bank slopes, and they found that the thrusting of the rear edge is the premise of buckling failure of the bank slope, and that the continuous deterioration of rock mass in the hydro-fluctuation belt is the leading factor of buckling failure. Specifically, the rock mass deterioration in the hydro-fluctuation belt involves the weakening of the mechanical parameters, the separation of interlayers, and the increasing fragmentation of the rock mass [55; 60; 61; 62]. As to the base friction tests for the modelling of the buckling landslide evolution process, [PERSON] et al. [27] discussed and analyzed the main influencing factors of critical slope length and the uplift height. Subsequently, [PERSON] et al. [29] also explored the relationship between the buckling mechanism and controlling factors. Based on centrifugal model tests, [PERSON] et al. [35] reproduced the entire process of buckling instability of stratified rock slopes and revealed the impact of scale effects on the buckling instability and failure mechanism of stratified rock slopes. The scale effect refers to the phenomenon where the size of a slope influences its deformation and failure [63; 64]. Recently, based on shaking table tests, [PERSON] et al. [65] physically modeled the failure process and acceleration responses of two interbedded dip slopes under different seismic intensities, and they found that buckling failure tends to occur when the dip of rock layer is less than 65\({}^{\circ}\). Combining shaking table tests with a digital image correlation technique, [PERSON] et al. [54] analyzed the dynamic response and deformation characteristics of the Xinmo landslide under accumulated seismic actions, revealing the contribution of stress amplification on the discontinuities to the buckling failure. Using the Xiaguiwa landslide as a case study, [PERSON] et al. [66] experimentally investigated the dynamic damage mechanism of dip slopes under multiple earthquakes and found that damage in the bedding rock slope first appeared at one-quarter of the elevation due to buckling. Based on the large-scale centrifugal shaking table test platform, [PERSON] [67] observed that the seismic failure pattern in layered rock slopes with steep strata is significantly influenced by lithological assemblies. Specifically, a slope with an interbedded rock stratum is prone to seismic buckling failure.