Cascade effect of rock bridge failure in planar rock slides: explicit numerical modelling with a distinct element code

Plane failure along inclined joints is a classical mechanism involved in rock slopes movements. It is known that the number, size and position of rock bridges along the potential failure plane are of main importance when assessing slope 10 stability. However, the rock bridges failure phenomenology itself has not been comprehensively understood up to now. In this study, the propagation cascade effect of rock bridges failure leading to catastrophic block sliding is studied and the influence of rock bridges position in regard to the rockfall failure mode (shear or tension) is highlighted. Numerical modelling using the distinct element method (UDEC-ITASCA) is undertaken in order to assess the stability of a 10 m3 rock block lying on an inclined joint with a dip angle of 40° or 80°. The progressive failure of rock bridges is simulated assuming a Mohr-Coulomb 15 failure criterion and considering stress transfers from a failed bridge to the surrounding ones. Two phases of the failure process are described: (1) a stable propagation of the rock bridge failures along the joint and (2) an unstable propagation (cascade effect) of rock bridges failures until the block slides down. Additionally, the most critical position of rock bridges has been identified. It corresponds to the top of the rock block for a dip angle of 40° and to its bottom for an angle of 80°.


Introduction 20
Rockfall hazard is defined as "the probability of occurrence of a potentially damaging rockfall within a given area and in a given period of time" (Varnes 1984). The damaging phenomenon generally results from the failure of weakness planes and the fall of one or several rock blocks down to the target area (Corominas et al. 2005). In other words, the rockfall hazard can be defined as the failure probability multiplied by the probability of propagation. While different probabilistic methods exist to calculate the probability of propagation (Guzzetti et al. 2002;Jaboyedoff, Dudt, and Labiouse 2005;Bourrier et al. 2009;25 Levy et al. 2018), the failure probability is more complex to assess. Methods mainly based on expert judgment (Delonca, Verdel, and Gunzburger 2016), empirical methods (Jaboyedoff, Dudt, and Labiouse 2005;Mazzoccola and Hudson 1996;Dussauge-Peisser et al. 2002) and kinematic analysis (Pappalardo and Mineo 2015;Mineo et al. 2018;Kromer et al. 2018) are mostly used to date, but they do not consider the failure mechanism leading to the triggering of an event. Statistical analysis (Chau et al. 2003;Coe et al. 2004;Delonca, Gunzburger, and Verdel 2014) can also be used to approach the temporality of 2 the hazard, but presents the same restriction than the other methods. However, the understanding of the failure process of weakness planes is a major issue for risk assessment as it is responsible for the generation of a rockfall and defines its time of occurrence.
The main parameter controlling the resistance of a rock joint, and therefore the failure mechanism, are rock bridges (Dershowitz and Einstein 1988;Dershowitz and Herda 1992), defined as areas of intact unfractured rock where discontinuities 35 have yet to propagate (de Vilder et al. 2017). Therefore, intact rock bridges could be defined as portions of intact rock separating joint surfaces (Elmo, Donati, and Stead 2018). Along the rock joint, the following are accounted: (1) rock bridge areas (intact rock), (2) open crack areas and (3) areas where rock bridges have already failed ("broken rock bridges") and where the joint surfaces are in frictional contact. Figure 1.a presents a diagram of a discontinuity along which these three elements can be observed. The photo (Figure 1.b) was taken after the fall of an unstable block. The open crack areas as well 40 as the broken rock bridges are visible. No rock bridges are observed in this photo; it is assumed that after the occurrence of the fall, there is no remaining rock bridge along the former joint. Before the fall of the unstable block, it can be expected that the broken rock bridges areas identified in the photo were in fact composed of intact rock and fresh intact rock rupture (broken rock bridges).
Conceptually, the location and distribution of rock bridges along a scar is supposed to control the failure mode (Tuckey and 45 Stead 2016;Stock et al. 2011). For example, the presence of rock bridges over as little as just a few percent of the detachment surface is known to significantly increase the factor of safety by increasing apparent overall cohesion of a rock joint (Matasci et al. 2015;Tuckey and Stead 2016). Moreover, the location of a rock bridge is important for understanding if rockfall fails in tension or shear, as they can form a pivot point about which the failing rock block is able to potentially rotate and fail in tension (Stock et al. 2012;Bonilla-Sierra et al. 2015). 50 Moreover, various authors (Frayssines and Hantz 2009;Matasci et al. 2015;Tuckey and Stead 2016) have shown the really low proportion of rock bridges existing before the fall (between only 0.2 to 5% of the detachment surface). In particular, Frayssines and Hantz (2009) have shown that rock blocks could remain stable for a long time thanks to rock bridges and that the rock bridge proportion in the failure surfaces in these may be are very small (less than 1% of the joint surface).
Previous research has shown that failure occurs through progressive fracturing of intact rock bridges, in a process termed step-55 path failure (Kemeny 2005;Eberhardt et al. 2004;Scavia 1995;Brideau and Stead 2009) that may in some cases be compared to a cascade-effect failure which can fail like dominoes along sloping channels (Bonilla-Sierra et al. 2015;Harthong et al. 2012;Zhou et al. 2015). The contribution of rock bridges has been implemented in numerical models of rock slope stability using apparent cohesion (Eberhardt et al.2004;Fischer et al. 2010;Gischig et al. 2011) or areas of intact rock (Stead et al. 2006;Sturzenegger and Stead 2009;Agliardi et al. 2013;Paronuzzi et al. 2016). These previous studies aim to analyse the 60 failure modes and evolution of the rock bridges. However, they do not analyse the phenomenology of the rock bridges failure's propagation.
This paper studies (1) the phenomenology of the rock bridges failure propagation and (2) the influence of the rock bridges' location, using a simple two-dimensional numerical model. It is structured as follow. In Section 2, the numerical modelling 3, the results of our 2D simulations are shown: stresses redistribution along the joint after reducing the proportion of rock bridges is observed leading to the highlight of the rock bridges failure phenomenology. In Section 4, the results are discussed and the influence of the rock bridges location, the role of the tensile shear strength on the phenomenology is evaluated. Finally, the conclusions are presented in Section 5.
2 Numerical modelling of the rock bridges failure propagation 70 The simulations were undertaken with UDEC (Universal Distinct Element Code), a two-dimensional distinct element code developed by Cundall (Cundall 1980) that can model the mechanical, hydraulic and thermal behavior of a fractured rock mass. This code has successfully been used to model the behaviour of rock discontinuities in past studies (Gu and Ozbay 2014;Jiang et al. 2006;He and al. 2018;Roslan et al. 2020). It has a scripting language embedded within it, FISH, that allows the user to create new model variables, customize functionality and interact with the model. This functionality has been decisive in the 75 selection of the appropriate numerical tools, as it allows the rock bridge areas, open crack areas and broken rock bridges areas to be defined.
UDEC models the rock medium as a collection of blocks separated by joints regarded as smooth planes. The blocks can be rigid or deformable. They can mechanically interact through discontinuities. A distinction is made between data relating to blocks: nodes and corners, and data relating to discontinuities: contacts and domains. The characteristics of the discontinuities 80 are defined through the contacts.
In order to study the phenomenology of the failure, an idealized two-dimensional numerical model has been defined. Therefore, there is no consideration of water infiltration, thermal implication or icing impact on the discontinuity at this stage, even though these phenomena may act as preparatory or triggering factors.

Geometry and definition of the two models 85
Two numerical models were built. Both models describe a potential plane failure along a pre-existing joint. The model 1 presents a joint with 80° dip angle while the model 2 presents a dip angle of 40°. These two models have been proposed in agreement with the objective of this work: to study the phenomenology of the rock bridges failure. To do so, a steeply dipping rock wall and a gentle slope are considered. These two cases are defined in function of the expected rockfall failure mode (shear or tension). It is expected that in the case of a steep slope, a tensile and/or shear failure mode will be observed. Indeed, 90 authors (Stock et al. 2012;Bonilla-Sierra et al. 2015) have highlighted that the location of a rock bridge is important for understanding if rockfall fails in tension or shear, as they can form a pivot point about which the failing rock block is able to potentially rotate and fail in tension. In the case of a gentle slope, only a shear failure mode is expected. Therefore, it is possible to assess the influence of the location of the rock bridges as well as the initial morphology of the rock wall. meters, leading to a total area of 9 m2, which, considering a out of the plane thickness of 1 meter, is also the volume (in m3) defined as "particularly dangerous for linear infrastructures and private residence" (Effendiantz et al. 2004). The total height of the model is 12 meters. In practice, the geometry of the two models is the same; only the inclination of gravity is changed (angle alpha on Figure 2).
During the meshing process, 128 contacts were created along the joint located between the block and the underlaying rock 100 mass. Each contact can be defined by its coordinates in x and y (altitude). The behaviour of the rock joint is defined by the mechanical properties implemented for each individual contact (presented in the §2.2). As only contacts belonging to regions can be modified in UDEC, the rock joint was then divided into 100 regions of the same length that can represent either "rock bridges" or "open crack areas". This division has been undertaken using the FISH language. Each region can therefore include 1 or 2 contacts. During the computation process, the local stress distribution along the joint can lead to the rupture of some 105 "rock bridges" regions, then becoming a region of "failed rock bridges" that behaves as an "open crack area". This phenomenon progressively increases the number of "open crack" regions along the joint.
Once the models are meshed, they have been loaded only by gravity to evaluate the initial local state of stress along the joint.

Mechanical parameters
An elastic model is assumed for the rock blocks and a Mohr-Coulomb elasto-plastic model is assumed for the rock joint 110 (contacts along the joint). A contact exhibits a shear failure mode when the local stress reaches the Mohr-Coulomb failure criterion and a tensile failure mode when its tensile normal stress becomes equal to the assigned tensile strength.
The mechanical properties of the rock blocks (Table 1) were defined based on a literature review of a common limestone in the French Alps ("Urgonien" limestone) (Frayssines 2005). This limestone has been considered as reference in this study as it forms high cliffs in South-Eastern France, where present traces of failed rock bridges are widely documented (Frayssines and 115 Hantz 2006).
Along the rock joint, three types of contacts are considered: 1. Rock bridges (RB) which behave elastically with the same characteristics as the intact rock. To determine the normal and shear stiffness of the rock bridges, a centimetric opening of the joint has been considered; 2. Open cracks (OC) which represent an absence of contact along the joint and behave in a perfectly plastic way; 120 3. Rock bridges that failed due to stress transfers along the joint (RBF) and behave in a perfectly plastic way after their rupture.
RB and RBF have the same mechanical elastic parameters; the only difference between them comes from the fact that RB contacts present a purely elastic behaviour, while RBF presents an elasto-plastic behaviour.
The normal and shear stiffnesses of RB and RBF have been defined based on a literature review of Urgonien limestone 125 fractures (Frayssines 2005). They are presented in Table 2.
The failure envelope properties of RB and RBF (cohesion, friction angle and tensile strength), were defined following a stepby-step procedure. As the objective of the numerical modeling is to study the phenomenology of the rock bridges failure propagation, the failure criterion has to be close enough to the initial stresses along the joint, when considering only RB. Therefore, during a first step, the distribution of stresses has been evaluated and compared to "classical" failure criteria 130 provided in the literature (Frayssines 2005). Then, in a second step, the characteristics of the criteria have been decreased to fit the objective. The "classical" values and the ones defined with this procedure for the RB and RBF are presented in Table   3. Even if the values considered in the study are much lower than those found in literature, it is assumed that the failure propagation phenomenology will be the same as in reality. In the case of OC all the values are taken equal to 0 (Table 3) to ensure the phenomenology to be identified and not be polluted by other behaviour. 135

Modelling protocol
The modelling protocol proposed to study the rock bridge failure phenomenology is based on the following steps. It is summarized in the Figure 3: 1. All the 100 regions and so the 128 contacts of the rock joint are initially considered as "rock bridges" (RB). In other words, 100% of the rock joint is defined as RB. The model is run to equilibrium under gravitational loading. This 140 corresponds to the initial stage (Step 0); 2. Disturbances are introduced into the system. To do so, selected regions along the joint are transformed into "open crack" (OC) using FISH language (steps S1 to Sn, with n being the maximum number of steps before the block does not stabilize anymore). These regions can be selected randomly considering a uniform distribution or chosen intentionally by the user at specific locations. During these steps, X% of the rock joint is defined as OC and (100-145 X)% is defined as RB. At each of these calculating steps, the introduction of disturbance induces a stress redistribution along the joint, that leads to the failure of some rock bridges, then converted into RBF. This introduction of "open crack" areas simulate a virtual time as it represents the aperture of a crack and the propagation of the discontinuity through the rock bridges. It simulates the joint alteration that can be caused by, for example, water, freeze-thaw, root's growth, or another external parameter; 150 3. New "open crack" are introduced stepwise (step Sn) until the block does not stabilize anymore.
At each step of the modeling process, the following data is recorded: • The normal and shear stresses at each contact along the rock joint, It can be noted that the numerical model has been validated by comparing the stresses evaluated by a simple theorical analytical calculation of a block laying on an inclined plane by numerical shear and normal stresses values. 175

Stress transfer and RB failure induced by the introduction of new OC
To study the phenomenology of rock bridge failure (RB and RBF), the evolution of normal and shear stresses along the joint during the stepwise introduction of open cracks (OP) has been analyzed in detail. To do so, scenario 1 was considered.
Figure 4 presents, for both models 1 and 2, the distribution of the normal and shear stresses along the rock joint at different 180 equilibrium steps S0 to Sn.
First, the distribution of the stresses along the rock joint is presented at Step S0, considering that the joint is only composed of rock bridges. In the case of model 1 (slope of 80 °), tension ( n < 0) is observed at the upper part of the block (near point B in the Figure 4a). In model 2 (slope of 40 °), no tension is observed.
For both models, at step 1, 10% of the rock joint is intentionally modified from RB to OC contacts. In both models, the 185 introduction of OC results in a general increase of the shear stresses along the rock joint, with a stronger increase of these shear stresses in the vicinity of the OC area. This increase in the shear stresses brings the joint closer to the failure criterion in the vicinity of the OC area, but elsewhere also, in particular at contacts located in the upper part of the rock joint (point B on Figure 4). The normal stresses slightly vary during this first stage.
During each subsequent step S2 to Sn, 2% of additional contacts are modified from RB to OC in the model 1 and 10% of 190 additional contacts are modified from RB to OC in the model 2. These modifications induce the failure of rock bridges directly near the OC by increasing the shear stresses along the rock joint, but the model reaches a mechanical equilibrium at the end of each step. There is also an increase in the normal stresses along the rock joint. This phenomenon continues until the no mechanical equilibrium is reached anymore, which is associated with the downward sliding of the block (simultaneous failure of all the contacts). 195 The non-convergence of the model occurs when 16% of the contacts are converted to OC in the case of model 1, and 30% for the model 2.

Rock bridges cascading failure phenomenology
To study more specifically this phenomenology, scenario 2 was considered. Results are presented in Figure 5 in terms of the proportion of so called "failed contacts" (OC + RBF) versus the proportion of OC along the joint. For both dip angles, there is a first linear phase during which the only "failed contacts" are the intentionally-introduced OC. During this first phase, the 205 block remains stable, i.e. a mechanical equilibrium is reached after each introduction of new OC. Then, in a second phase, the redistribution of stresses caused by the introduction of new OC induces the rupture of some RB, that are converted into RBF.
During this second phase, even a small increase in the proportion of OC leads to the rupture of additional rock bridges, which highlights the cascading failure phenomenology affecting the rock bridges. The slope of the linear regression in this second phase is around 10 in the case of model 1, and 5 in the case of model 2, meaning that the introduction of 1 OC leads to the 210 failure of 10 RB for model 1, and 5 RB for model 2. This second phase starts for approximately 8% of the rock joint defined as OC for model 1 and 23% for model 2. The start of this phase differs slightly depending on the position of the RB and OC along the joint.
The non-convergence of the model starts when OC represents 19% and 35% of the joint for models 1 and 2 respectively. Based on these preliminary results, scenario 3 was considered. Results are shown in Figure 6. 215 For both models 1 and 2, two phases in the propagation of the rupture may be identified for all the simulations carried out. In the case of model 1, the second phase starts for an average of (10±2)% of the rock joint defined as OC, and the slide of the block (non-convergence of the simulation) occurs for an average proportion of (20±1.5)%. Regarding the model 2, the second phase begins for an average of (29±5)% of the rock joint defined as OC, and the slide of the block occurs for an average proportion of (44±5)%. The transition area (Figures 5 to 7) has first been identified in Figure 6, and reported in Figures 5, 6  220 and 7. It corresponds to the transition between both phases in the propagation of the rock bridges failure and is due to the difference of location of the RB.

Block displacement with time
In order to check whether there is a correlation between the two phases of rock bridges failure and the displacement that can be monitored on a potentially unstable block, a tracking point (C), shown in Figure 7, has been introduced. Such a point could 225 easily be instrumented in the real case of motion tracking if displacements of the order of mm are observed before the failure of the block.
Scenario 3 was considered. The displacement of point C was studied versus the proportion of OC along the joint, which is a marker of "virtual time". The movement is no longer recorded as soon as all the contacts are failed, because the computation does not converge anymore. 230 Figure 7 shows that there is only one phase when considering the displacement. Both phases identified previously cannot be observed through displacement. To be certain of this result, a smaller mesh has been defined, and the same results have been obtained.

Discussion
The results highlight that the rock bridges failure phenomenology presents two phases: a first phase during which only the 235 intentionally created open cracks contacts are observed, and a second phase during which stress transfers induce the additional failure of rock bridges. Based on these results, the influence of different parameters on this observed phenomenology was tested. The results are presented below.

Influence of OC location on the evolution of RBF with time
As highlighted by different authors (Tuckey and Stead 2016;Stock et al. 2011), the location of the rock bridges have a strong 240 impact on the stability of a potential unstable block. To see whether our model leads to the same conclusion, the following protocol has been followed: 1. A number N of contacts is defined to be OC and randomly located along the joint. N is equal to 18 for the model 1 (14% of the joint), and to 46 for the model 2 (36% of the joint). These values were chosen for the model to be at the in the second phase, where the cascading failure phenomenology affecting the rock bridges is observed (section 3.2). 245 As seen previously, these proportions are sufficient to induce the additional RBF; 2. The number of considered failed contacts (OC+RBF) is determined; 3. The number of failed contacts is compared to the average altitude of the OC contact.
To maximize the number of data, the scenario 3 is run two times, and therefore 80 models are considered.
The results are presented in Figure 8. Figure 8 (top part) shows the values of the minimum, maximum and average contact altitude along the rock joint for both models 1 and 2. It also shows (bottom part) the total number of considered failed contacts for a number N of contact defined to be OC with respect to the average altitude of the OC for both models 1 and 2. Figure 8a presents the results of model 1. It highlights that there is a larger number of failed contacts (OC+RBF) when the OC are localized on average in the upper part of the joint. Figure 8b shows that, for model 2, to the contrary of model 1, there is a 255 larger number of failed contacts (OC+RBF) when the OC are localized on average in the lower part of the joint. This difference highlighted between the two models can be explained by the distribution of the stresses along the joint. Indeed: 1. In model 1, there is tension in the upper part of the rock joint (Figure 4a) when considering 100% of RB. To the contrary, in the model 2, there is no tension along the rock joint ( Figure 4b); 2. During the introduction of new OC, the stresses increase along the entire rock joint, and more specifically around the 260 OC area. Therefore, the distance to the failure criterion must play an important role if it is assumed that the increase in stresses is done in a homogeneous way, which seems to be the case based on the  This results combined with geophysical tools investigations ( Stock et al. 2011;Matasci et al. 2015;Paronuzzi et al.2016;270 Guerin et al. 2019;Frayssines and Hantz 2006;Paronuzzi and Serafini 2009;Spreafico et al. 2017), could allow to prioritize the potential unstable blocks.

Role of the tensile strength on the evolution of RBF with time
In the presented study, as the tensile strength is relatively high in comparison with the cohesion and the friction angle, only shear failure was observed, and no tensile failure was reported. Based on this observation, it is needed to study more specifically  Table 4. The cohesion value has been increased in comparison to Model 1 for numerical modelling requirements: when considering the same cohesion value, the model was not converging.
The cohesion value has been increased until the model could be run.
The results are presented on Figure 10. The tensile truncation of the Mohr-Coulomb failure criterion results in tensile failure 285 of 6% of the joint at the initial step S0 (8 contacts present a tensile normal stress that becomes equal to the assigned tensile strength). At each subsequent step, 10% of additional OC are introduced along the rock joint. Because the cohesion is three times higher than for model 1, the stresses along the joint are further away from the failure criterion of rupture than for model 1 ( Figure 10). As observed previously, the normal and shear stresses progressively increase. It can be noted, as for the previous models, a more significant increase of the shear stress in the vicinity of the OC area. Up to 40% of the joint can be defined as 290 OC before the calculation does not converge anymore.
For model 3, the transition phase identified previously is comprised between 40% and 50% of the rock joint defined as OC, while in model 1, it is comprised between 10% and 20%. In other words, when increasing cohesion value, the proportion of open crack needs to be higher to reach the cascading failure affecting the rock bridges than when considering low cohesion value. It justifies that in reality, as the cohesion value of the rock bridges are 500 times higher than in the study presented in 295 this paper, only a few portions of rock bridges allow a potential instable block to be in place. The second phase observed in the paper occurs instants before the fall of the block.
This study shows that, when considering tensile failure through the tensile truncation of the Mohr-Coulomb failure criterion, a proportion of failed rock bridges comes from the tensile stresses along the joint. However, the same "bi-phase" propagation 300 failure phenomenology was observed regardless the comprehensive consideration of the tensile failure.

Influence of RBF's shear strength on the results
In the modelling procedure presented in §2.3 and applied to models 1 to 3, the rock bridges that failed during the calculation (RBF) are considered to keep the same shear strength values as RB. This hypothesis has been made to consider asperity that can exists along areas of failed rock bridges. An alternate approach would be to consider that RBF behave as OC. This is 305 discussed hereafter, by the mean of an additional model 4 comprising only two types of contacts: RB and OC. RBF are considered to behave as OC. This model is based on model 1 (dip angle of 80 °), to which it will be compared.
The new OC will be introduced in the upper part of the joint as it has been highlighted that for model 1, there is a larger number of failed contacts (OC+RBF) when the OC are localized on average in the upper part of the joint. Figure 11 presents the distribution of stresses along the joint at different steps of computation for models 1 and 4. The first OC 310 area is introduced in the upper part of the joint, 10 cm away from point B. It is observed, as previously, a general increase in shear stresses and a very small increase in normal stresses. Model 1 stops converging when 18% of the joint is defined as OC (Figure 11a), which is in agreement with what was observed before. When considering 16% of joint defined as OC (last step before the model does not converge), there is 22% of failed contacts (OC+RBF). Model 4 stops converging for 26% of OC ( Figure 11b). Therefore, considering 2 or 3 types of contacts gives similar results. To test this theory, Figure 12 presents the 315 proportion of so called "failed contacts" (OC + RBF) versus the proportion of OC along the joint. It shows that the two phases highlighted previously are again identified. The main difference comes from the fact that considering only two types of contact, the first phase is smaller.

Influence of the rock bridges mechanical properties
In this study, the choice has been made to consider much lower strength properties of the rock bridges than in the reality (see 320 §2.2), due to numerical restrictions. Indeed, it has been shown by various authors (Frayssines and Hantz 2009;Matasci et al. 2015;Tuckey and Stead 2016) that only a few percent of rock bridges along the detachment surface is enough to maintain a compartment in a stable state. This extremely low proportion of rock bridges brings modelling challenges, such as high stress concentration at rock bridges, that has yet to be overcome. From a numerical point of view, modelling less than 1% of the joint as rock bridges would require an extremely dense meshing, due to the high stress concentration and stress gradients in the rock 325 bridge areas. In order to answer the objective of this paper, which is to highlight the phenomenology of the rock bridge failure propagation and not to accurately represent rock bridges behaviour, the authors have considered that decreasing the mechanical properties of the rock bridges is an adequate way of answering the presented difficulty.
Despite the fact that low rock bridges mechanical properties are imposed by numerical modelling restrictions, it is essential to assess the influence of this choice. The authors feel confident in the proposed methodology as models have been realized with 330 higher mechanical properties and have shown similar phenomenology. An example of this is the model 3, which consider in particular higher cohesion value (130 kPa for model 3 compared to 45kPa for model 1). Moreover, as shown by previous research, the compartment instability occurs through progressive fracturing of intact rock bridges, in a process termed steppath failure (Kemeny 2005;Eberhardt et al. 2004;Scavia 1995;Brideau and Stead 2009) that may in some cases be compared to a cascade-effect failure: they can fail like dominoes along sloping channels (Bonilla-Sierra et al. 2015;Harthong et al.2012;335 Zhou et al. 2015). The study presented in this paper corroborates the previously observed cascade-effect failure of rock bridges.

Conclusions
The work presented in this paper has allowed the phenomenology of the rock bridges failure to be studied. It shown that the rock bridges failure phenomenology can be associated with a cascade-effect failure (two phases in the failure propagation), which is consistent with previous researches. This phenomenon can be explained by the increase in the shear stress in the 340 vicinity of the open crack areas, that can lead to the failure of the neighboring rock bridges.
Moreover, it has been highlighted that the stress redistribution along the rock joint is directly related to the geometry and failure mode of the crock block: when considering a shear failure mode (sliding along a gentle slope), the increase in the shear stress is slower than when considering a tensile or shear failure mode along a steep slope. This observation can be directly related to the influence of the rock bridges' positions in the stability of the block. In the case of a steep slope, the critical located in the upper part of the joint that is critical. This result is consistent with previous published work (Tuckey and Stead 2016;Stock et al. 2011).
These interesting results leads to a better understanding of the failure mechanism leading to the triggering of a rockfall. It helps 350 complement the current assessment methods of the failure probability of the rockfall hazard. In particular, it describes why it can be so challenging to assess the occurrence probability of such events and the temporal probability ( Delonca et al. 2016).
Furthermore, the work presented in this paper highlighted the importance of the rock bridges location and their assessment.
Therefore, the use of geophysical investigations could allow to prioritize the potentials unstable blocks. To be noted that the monitoring of displacements does not seem to be a good indicator to identify the two phases in the failure propagation and 355 therefore, to be able to anticipate or predict the acceleration of the rock bridges failure. Moreover, the monitored displacement in the models are of less than a hundredth of a millimeter, and this quantity is really difficult to monitor on field; Finally, while interesting results have been drawn and validated by previous work, additional work needs to be done and could be the topic of future studies: 360 • The choice of low rock bridges shear strength characteristics, even if justified, does not allow a perfect comparison with real case conditions to be done. This means that more work has to be done to better model the cascade-effect failure of the rock bridges for realistic environments. From a numerical point of view, an extremely dense meshing could be realized to overcome the current limitations exposed in the presented work; • Only shear and tension failure mode have been considered in the presented study, in order to focus on representative 365 failure mode, that would allow clear conclusions about the phenomenon of failure and in particular the cascade effect of the failure to be drawn. To complete the analysis, more failure mode could be considered (for example transitional failure mode); • A simplified planner open crack has been considered in the presented work. In reality, a discontinuity presents asperity, rugosity, and defects that could affect the shear strength of the plane. This point could be integrated in future 370 work.