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Numerical modelling of large landslides stability and runout


Natural Hazards and Earth System Sciences (2003) 3: 523–538 European Geosciences Union 2003

Natural Hazards and Earth System Sciences

Numerical modelling of large landslides stability and runout
G. B. Crosta1 , S. Imposimato2 , and D. G. Roddeman3
1 Universit` a

degli Studi di Milano - Bicocca, Piazza della Scienza 4, 20126 Milano, Italy di Milano, Piazza Leonardo da Vinci 32, 20133 Milano, Italy 3 FEAT - Finite Element Application Technology, The Netherlands
2 Politecnico

Received: 24 September 2002 – Accepted: 4 December 2002

Abstract. Modelling of ow-like landslides is one of the possible approaches that can be used to simulate landslide instability and ow development. Models based on continuum mechanics and associated with a versatile rheological model are usually preferred to predict landslide runout and relevant parameters. A different approach has been used in this research. We have developed a 2-D/3-D nite element code to analyse slope stability and to model runout of mass movements characterised by very large displacements. The idea was to be able to use different material laws already known, tested and veried for granular materials. The implemented materials laws include classical elasto-plasticity, with a linear elastic part and different applicable yield surfaces with associated and non-associated ow rules. The application of Finite Element methods to model landslide run-out, contrasts previous research where typically depth-averaged equivalent-uid approaches were adopted. The code has been applied to the simulation of large rock avalanches and rapid dry ows in different materials and under different geological and geomorphological conditions.

ows, etc.. At the same time they can involve different types of material: rock, soil, a mixture of the two, water and ice, in different proportions, also in volcanic environments. Rock and debris avalanches are, for example, a major hazard in mountainous areas and are characterized by an extreme mobility and extremely high velocities. They have been cause of extensive damages and casualties through the centuries as reported in the literature both for non volcanic (Heim, 1932; Abele, 1974; Eisbacher and Clague, 1984; Evans et al., 1987; Evans and Clague, 1988; Evans et al., 1994; Erismann and Abele, 2001), volcanic (Voight et al., 1981; Siebert, 1984; Voight and Sousa, 1994; Sousa and Voight, 1995; Glicken, 1998) and marine environments (Moore et al., 1989) as well as in waste mining dump materials (Kent and Hungr, 1995). The main consequence of the natural variability of these phenomena is the wide spectrum of observed mechanical behaviours and the occurrence of long runout distances and large invasion areas. Then, the denition of the deriving hazard and the terrain zonation is quite complicate. Slope processes characterised by a relevant and rapid runout require the determination of: – the size or volume of the unstable mass and successively of the moving mass – the triggering probability of the initial failure – the geometry and size of the invasion area and of the deposit – the intensity (velocity, energy, etc.) of the phenomenon along the path – the probability to reach a specic point in space (reaching probability) and – the time needed to reach any specic point along the track. These elements are fundamental to assess the probability of occurrence and transit, the velocity and size of the phenomenon or its energy along the path, the type of suitable

1 Introduction Large landslides usually present many different difculties in performing slope stability and runout analysis. Large landslides often assume a complex behaviour showing a continuum passage from sliding to owing. These phenomena have been described as complex and composite ows (Cruden and Varnes, 1996) and are characterized by an upper layer slightly deformed and a lower-basal layer with maximum shear deformation. Furthermore, these landslides are frequently able to entrain or deposit material while moving, allowing for important changes in mass and volume. A large variety of processes present these characteristics in nature, namely: rock and debris avalanches, debris ows, earth Correspondence to: G. B. Crosta (giovannib.crosta@unimib.it)

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G. B. Crosta et al.: Numerical modelling of large landslides stability and runout apparent coefcient of friction for rock avalanches in different environments (volcanic, non volcanic, with and without glaciers), and the control exerted by topography. Empirical models make use of available data sets on the different processes and therefore are subjected to a high degree of approximation. In fact, it is often difcult to have a complete and satisfactory description of: the actual occurred process, the initial volume and its exact detachment position and geometry, the conditions of the slope where movement took place and where deposition occurred, the total duration, etc. As a consequence of this uncertainty and variability the results of the statistical analysis can be quite weak and a reliable relationship can be difcult to be found. Numerical models seem able of simulating some aspects of the ow behaviour of ow-like landslides and, ultimately, can be used to predict runout and to perform hazard zonation. Methods include sliding friction and velocitydependent resistance models for point mass motion (Koerner, 1976, 1977; Pariseau and Voight, 1979), point mass velocity-dependent resistance models coupled to digital elevation models (McEwen and Malin, 1989), sliding block models that include friction (Heim, 1932; Crosta, 1991; Erismann and Abele, 2001) and pore-water pressure parameters (Hutchinson, 1986; Sassa, 1988), modied ood prediction models (Jeyapalan et al., 1983; Fread, 1988; Sassa, 1988; O’Brien, 1993), two dimensional and pseudo three-dimensional (Chen and Lee, 2000) depth-averaged Lagrangian frictional models (Hutter and Savage, 1988) or using a wider range of rheological models for the basal highly sheared layer (Hungr, 1995, Amar` and Crosta, 2000), using u a discrete element approach (Calvetti et al., 2000), and assuming Coulomb-like behaviour coupled with highly rened mathematical solutions to reach a three-dimensional ow description (Iverson and Denlinger, 2001; Denlinger and Iverson, 2001). These models are capable of simulating both runout and velocity distribution along the path under a broad spectrum of capabilities, limitations, and degrees of sophistication. All these methods depend on the suitable choice of model parameters, requiring proper calibration. This calibration is difcult to be denitive when only geometrical information (e.g. thickness, maximum or leading-edge runout distance, trim-line tilting derived velocities) is available about the process itself and boundary conditions are complex or not completely known (effect of basal and lateral containment, free surface drag, basal scouring and entrainment and/or deposition of material during the motion, water absorption and material mixing during the ow, conditions of the material along the ow-path, etc.). On the basis of a given observed runout a unique solution cannot be obtained. In fact, a given runout can be achieved by an innite number of values for the mechanical parameters and their combinations increase with the number of parameters used by the model. The additional constraints on model parameters can be provided by other eld data such as ow duration, velocity estimates or measurements, or debris distribution. The calibrated rheologic and mechanical parameters can be dened and consequently interpreted in terms of the con-

countermeasures and the level of consequent damages, the thickness of the deposit, the warning time available to evacuate the exposed areas. Relationships between volume and mobility of rock avalanches have been presented and discussed in the past (Heim, 1932; Scheidegger, 1973; Abele, 1974; Hsu, 1975; Davies, 1982; Legros, 2001) but they cannot give a complete description and understanding of the phenomenon. In this paper we will prevalently play attention to rock and debris avalanches and to their modelling. Rock-avalanches are complex phenomena involving large volumes of prevalently dry rock and/or debris. Their volumes range from about 105 to 1011 m3 in subaerial settings but volumes up to 1013 m3 have been reported for extra-terrestrial landslides. They present different types of initial movement and mechanism (fall, slide, etc.) followed by a ow like movement of a disintegrating rock mass or debris and an abnormal mobility. While owing the debris is able to run around major obstacles and to runup obstacles up to some hundreds metres in relief. The major problem with the comprehension and modelling of these phenomena consists in the completeness of their description. Pre-, sin- and post-failure observations and data are fundamental constraints to develop, run, calibrate and validate a model of such events. This difculty is clearly represented by the large amount of theories and models that have been suggested in the literature (e.g. Heim, 1932; Shreve, 1968; Habib, 1975; Hsu, 1975; Melosh, 1979; Hutter and Savage, 1988; Sassa, 1988; Campbell, 1989; Kilburn and Soresen, 1998; Erismann, 1986; Erismann and Abele, 2001). To explain the exceptional rock avalanche mobility some researchers invoked the presence of a uidising medium such as air, water, vapour, volcanic gases or a suspension of ne particles, or the presence of a water saturated basal layer. Other researchers explained this abnormal mobility by adopting granular material models in absence of any uid, both taking into account deposition or entrainment. In the following we will propose a new continuum modelling approach to describe the transient movement of owlike landslides, testing its performances on two case studies. The nite element model is presented in its present twodimensional version being the three-dimensional one under development.

2 Mechanical and mathematical modelling Considerable work has been done in rock-avalanche or owlike landslide dynamics especially to develop theoretical models for the description of motion. Both empirical (Heim, 1932; Scheidegger, 1973; Abele, 1974; Hsu, 1975; Davies, 1982; Legros, 2001) and numerical models have been presented in the literature (Hutter and Savage, 1988; Sassa, 1988; Hungr, 1995; Campbell, 1989; Iverson and Denlinger, 2001; Denlinger and Iverson, 2001; Rochet Bouzid, 2001). Empirical relationships include those among different parameters, namely: volume, area, runout distance, fall height,

G. B. Crosta et al.: Numerical modelling of large landslides stability and runout ditions that prevailed during slope collapse, the evidences deduced from the debris deposit, the net effect of rock and debris interactions, both within the moving mass and with respect to the slope morphology, the role of interstitial uids and heterogeneous pore uid pressure conditions and of boundary conditions. 3 Finite element numerical analysis of runout

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Continuum models invoke the classical conservation equations of mass, momentum and energy. They have been frequently applied through a depth-averaged approach, where properties remain constant through material columns and no exchange or internal ow of the material is allowed. In general, the adoption of a continuum approach presents the advantage of representing the complex geometry of the avalanche (i.e. ow height, deposit size and geometry, runout length, velocity distribution). In this section we present and discuss the Tochnog Professional Finite Element code (Roddeman, 2001) and approach that has been used for the modelling of ow-like landslides (e.g. rock and debris avalanches) in this study (Crosta et al., 2002). More information about this code can be found at http://www.feat.nl. 3.1 Discretisation in space and time

This is the most complete and widely accepted approach to model both rock and soil-like materials and is supported by the results of different investigators (Hutter and Savage, 1988; Iverson and Denlinger, 2001). The parameters adopted for the linear elastic part are the traditional Young modulus and Poisson ratio. As yield rule, the Mohr-Coulomb, Drucker-Prager and von Mises surfaces have been used and can be coupled. Their characteristic parameters are, namely: friction angle, cohesion, dilatancy angle. Since we cope with granular materials, a non-associated ow rule has been applied. The values of the material properties can be evaluated and attributed in different ways, namely: by a simple trial and error calibration procedure, or by selecting representative values according to the type of involved rock and/or soil. This second approach is clearly the most general one because does not require an antecedent event for calibration to have already occurred. Different constitutive laws are available or under implementation within the code. They include, namely: plastic and hypoplastic laws, hardening anisotropic laws and softening laws. 3.3 Large deformation material description

Sliding and owing rock and soil masses show very large displacements and deformations. If a traditional Lagrangian Finite Element would be used for modelization, also the nite element mesh would be subjected to these large displacements and deformations. This would lead quite rapidly to a highly distorted mesh and, as a consequence, the calculated results become inaccurate. For this reason we decided to use a particular type of combined Eulerian-Lagrangian method. For such method, material displacements do not distort the FE mesh, such that accurate calculation results can be retained. The discretization in space is done through isoparametric nite elements. Several types of elements can be used in the Tochnog FE code. For the present calculations we used triangular three-node elements in 2-D, and hexahedral eightnode elements in 3-D. For discretization in time, Euler backward time stepping is applied, because of its high numerical stability. On top of this Euler scheme, we apply automatic time stepping and control of the number of equilibrium equations, such that a guaranteed bound is obtained of the unbalance error at the end of each time step. Since we disconnect material displacements from the nite element mesh, state variables need to be transported through the mesh. This is done by a Streamline Upwind Petrov Galerkin method (SUPG). 3.2 Material law

As mentioned before, the displacements and strains in slides of rock and soil masses can be very large, especially for owlike movements. Besides the above mentioned discretization issues, this also inuences the material law that should be used. This should be such that any rigid body rotation should only lead to stress rotation, but not to additional stresses within the owing mass. The problem, however, consists in the fact that the rigid body rotation component is not uniquely dened as part of an arbitrary deformation pattern. Numerous denitions are possible. For sliding and owing masses, as in the case of large rock and debris avalanches, an updated Lagrange model is the more suitable. We applied an incrementally objective Lagrangian model, based on a polar decomposition of the incremental deformation tensor. 3.4 Start of calculation

To start the numerical calculations, we must reach the initial equilibrium stress state. This section of the computation is performed through quasi-static time stepping. During quasistatic time stepping, all inertial effects were left out. The assumption is that this part of the computation models the very long time nature did take to establish the initial gravity state. 3.5 Actual landslide calculation

For the present research we applied classical elasto-plasticity to model the non linear path-dependent behaviour of soils.

A pre-dened slip or failure surface has been used during the performed simulations. Such pre-dened failure surface can either be determined from preliminary nite elements stability calculations, from in-situ evidences like major tension or shear cracks, or from post-event descriptions of the main failure surface.

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G. B. Crosta et al.: Numerical modelling of large landslides stability and runout

Fig. 1. Location map of the 1987 Val Pola rock avalanche and the Ruinon rock-slide in Upper Valtellina, northern Italy. Position of swiss and italian seismic stations in the sketched area is represented.

The initial movement or occurrence of the landslide can be triggered by either lowering cohesion in time (for example, to simulate heavy rainfall effects or progressive weathering), or imposition of a base acceleration diagram (to simulate seismic triggering). After the landslide is triggered and the mass starts moving, time steps are taken till solution at rest is obtained. Several post-processing options have been made available in the code and help in the visualization of the results. The material ow, the velocity pattern in time, and other variables, can be shown as avi-true-color movies and mpeg les. Pictures of the initial state, intermediate and ultimate at rest state can be obtained in different digital formats.

Fig. 2. Cumulative rainfall for the Upper Valtellina area: (a) daily cumulative rainfall for the June–July 1987 period. The cumulative values for the most rainy year, between 1988 and 2001, are reported for the Arnoga and the Cam Boer (Val Pola crown area) rain gauges. Occurrence of the Val Pola rock avalanche is represented by the grey arrow; (b) hourly cumulative rainfall for the 1987 event.

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Rock- and debris avalanche simulations 27 lives and a total cost of about 400 million euros including destruction of villages, road closure, monitoring and warning systems, construction of permanent outlet tunnels and earth movements (Govi, 1989; Costa, 1991; Crosta, 1991; Azzoni et al., 1992). Between June and July 1987, Valtellina was hit by an exceptional meteorologic event. About four times the average rainfall for the area felt between the 15 and 22 of July (Fig. 2), while the 0 C isotherm remained between 3500 and 4000 m a.s.l. causing rapid glacier melting. At that time, the Val Pola creek deeply eroded its valley anks undercutting the northern limit of an old landslide accumulation. The eroded material caused debris ows which created a large alluvial fan damming the main Adda River valley and causing formation of a shallow lake. The old landslide mass was formed by highly fractured and tectonized diorite, gabbro, ortho-quartzite, amphibolite and ne-grained gneiss and it was suspended along the right hand ank of the valley (Fig. 3, Crosta, 1991). We collected and used as many data as possible about the

In this paper we will present only two two-dimensional simulations of large rock- and debris-avalanches: the 1987 Val Pola rock avalanche and the hazardous Ruinon rockslide, both from the upper Valtellina area (Lombardy, northern Italy, Fig. 1). These two phenomena have been chosen because of their characteristics, the suitable level of knowledge, their relative similarity and the high level of deriving hazard and risk (still existing for the Ruinon rockslide). More examples and simulations have been already presented and analysed in other papers (Crosta et al., 2002). These include a set of models with simple geometry but with multiple complex boundary conditions (entrainment and deposition of material, weak layers, softening behaviour, presence of xed and deformable obstacles, presence of water, etc.). 4.1 The 1987 Val Pola landslide

The Val Pola landslide was the most destructive and expensive landslide occurred recently in Italy. The 28 July Val Pola landslide (Lombardy, northern Italy, see Fig. 1) claimed

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Fig. 3. The old Val Pola landslide accumulation and main scarp before the occurrence of the 1987 rock avalanche. The asymmetric size and geometry of the main scarp can be recognised together with the debris fan at the toe of the slope. The same features can be recognized in the 1:10 000 scale 1984 topographic map. North is to the right.

Fig. 5. The Val Pola rock-avalanche deposit is sketched showing the main geometrical and geomorphological features with a rough subdivision in source, transportation and deposition areas. The accumulation is subdivided according to prevalent grain size as observed at the surface. Secondary slides, connected to the rapid descent after the runup of the material on the opposite valley ank, are represented.

Fig. 4. Main geometric features of the Val Pola rock avalanche along a downslope prole.

Val Pola rock-avalanche to strongly constrain the successive modelling phases. The old landslide accumulation was characterized by a large and continuous scarp up to 700 m in length and 100 m in relief and a densely vegetated fan-shaped accumulation was visible 500 m below the landslide toe. On 25 July, a 600 m long fracture was observed at the base of the old main scarp. Fracture length increased up to 900 m. On 28 July at 07:23 AM, a volume between 34 and 43 millions of cubic meters (according to different estimates) detached from the slope. It moved rapidly down the western valley ank to reach the valley bottom, raised for 300 m on the opposite valley ank and owed both upstream and downstream (Fig. 4) along the valley. After the failure the compound geometry of the source area, due to the presence of major fault and schistosity planes, was observed (Crosta, 1991).

The landslide entrained 5 to 8 millions cubic meters of debris along the track. The rock avalanche debris is thought to have bulked by about 30% during deposition. The downstream run of the mass stopped at 1.5 km from the downslope axis followed by the landslide (Fig. 5). The upstream movement was characterized by a large mud wave, up to 35 m high, that reached a distance of 2.7 km whereas the maximum distance reached by the debris was about 1 km. The rock avalanche is characterized by an H/L ratio of 0.51 according to the centre of mass motion along the direction of motion and without considering up- or down-stream runout. Downstream and upstream maximum runout distances give values of 0.35 and 0.3, respectively. Maximum avalanche deposit thickness was about 90 m (Fig. 4). The accumulation was characterized by (Fig. 5): hummocky surface, lobate forms, large blocks (up to tens of meters in a sandy matrix) at the deposit surface and ne grained materials (from few millimetres in size up to 40 cm, average of 50 mm) within the accumulation body, presence of alluvial and lacustrine sediments (scoured by the moving mass along the valley bottom), presence of secondary slide phenomena.

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G. B. Crosta et al.: Numerical modelling of large landslides stability and runout

Fig. 6. Cross section of the Ruinon rockslide as resulting from eld surveys and borehole data.

Bulk weights between 19.8 and 21.6 kN/m3 and specic weight ranging between 27.5 and 28.8 kN/m3 were determined and large triaxial tests resulted in angles of internal friction ranging between 45 and 47 with no cohesion. The energy released by the landslide during its motion has been recorded by seismograph stations (Fig. 1) both in Italy (8 stations) and Switzerland (7 stations) (De Simoni et al., 1988). The total duration of the seismic records ranges between 70 s and 120 s. Analyses of the seismographs show a sequence of 3 to 4 strong impulses (roughly at 17 s, 26 s, 35 s, 60 s and 75 s) distributed along a 70 s time interval. 4.2 The “Ruinon” rockslide as a potential rock avalanche

Fig. 7. 2-D nite element mesh generated for the Val Pola rock avalanche model: space domain is represented by blue elements, landslide mass by red elements and the failure and topographic surface by black elements.

The “Ruinon” rockslide is located in Valfurva, a NW-SE trending glacial valley in the Upper Valtellina (Fig. 1). This rockslide is located few kilometres from the 1987 Val Pola rock-avalanche in an area characterised by a continentalalpine rainfall regime with rainy summer and autumn. Annual average, maximum and minimum rainfall amount, respectively, at 750 mm, 1300 mm and 300 mm (1891–1990 data set). Phyllites, the most frequently involved lithotype in rock-sliding and deep-seated gravitational slope deformations in Upper Valtellina, outcrop in the area. Four main joint sets strongly control the slope stability and the entire valley ank is affected by a large deep-seated slope deformation (Agliardi at al., 2001). Many different morpho-structures (e.g. scarps, counterscarps, trenches), cut both the bedrock and till and rock glacier deposits of Holocene age along the slope. The Ruinon rock-slide has been known for decades (Crosta et al., 1999) and recurring instabilities (e.g. debris ow, rockfall, etc.) have been recorded in coincidence of exceptionally heavy rainfall (e.g. 1960, 1983, 1987, 1997). Since 1997 the movement is subjected to an accelerating phase. The rockslide geometry and kinematics have been studied by the analysis of a LIDAR-ALTM survey, the multitemporal interpretation of aerial photos (1954, 1981, 1998)

both combined with a detailed eld survey and geomechanical analysis of surface and sub-surface data (5 boreholes; Fig. 6). The rockslide is characterized by a compound movement (translational and rotational sliding) involving more than 20 Mm3 of material. It extends between 1700 m and 2120 m a.s.l., but mapped scarps and trenches suggests a possible expansion of the movement up to 2200 m a.s.l. The rockslide is suspended along the valley ank, as was the Val Pola rock avalanche, and it is suitable to originate a fast moving rock avalanche. Two active main scarps, called Upper (between 2100 m and 2120 m a.s.l., 600 m long) and Lower (between 1890 m and 1930 m a.s.l.), respectively, characterise the slope. The rock mass has been described and rated by means of RMR (Bieniawski, 1989) and Q-System (Barton et al., 1974) classications. The most relevant geomechanical properties of the rock mass have been obtained through empirical correlations (Barton and Choubey, 1977; Hoek and Brown, 1980; Bieniawski, 1989). A silty-sandy cataclastic zone (RQD = 0%), probably forming the main sliding surface of the rockslide, has been recognized at a depth of about 70 m. Uniaxial compression (73 MPa, perpendicular to foliation) and “Brazilian” indirect tensile strength tests (12 MPa, parallel to

G. B. Crosta et al.: Numerical modelling of large landslides stability and runout foliation) have been performed. Remoulded cataclastic material has been tested in direct shear tests (internal friction angle ranging between 24.5 and 26 ). 4.3 Model setup

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The critical assumptions of the models are those of two dimensional ow and constant physical mechanical properties. These assumptions constrain the ow models. Lateral changes in slide mass geometry and channel shape are generally not considered in the two dimensional analysis. Mechanical parameters were assumed to be temporally and spatially constant. As a consequence these parameters reect the average ow properties during its entire development. This assumption may be reasonable for short runout ows or ows where property changes may not be too severe. Then, results for long-runout landslides must be interpreted with particular caution. The Val Pola rock avalanche and the Ruinon rockslide evolution were modelled along a track extending from the source area (observed or hypothesised) through the valley thalweg and up along the opposite valley ank (Figs. 4 and 5). The initial rockslides were modelled as single failure masses lying directly on the post failure observed or most probable failure surface. Verication of the most probable expected failure surface has been performed through nite elements 2-D and 3-D slope stability analyses and limit equilibrium analyses (Crosta et al., 2002) The values for the signicant physical and mechanical parameters in the two analyses are summarised in Table 1 both for the landslide mass and the failure-sliding surface. These values are the result both of eld survey and laboratory tests and of model calibration. For the here discussed models we decided to use an elastoplastic model with a Drucker Prager yield criterion. This choice presents two advantages: the minimization of the number of constitutive parameters to calibrate, the reduction of numerical problems. Choosing this model we can directly use values for the parameters representative of the material properties and obtainable through laboratory testing. At the same time, the conical shape of the plastic surface allows to avoid numerical problems connected to the presence of edges on such a surface, as for the Mohr-Coulomb criterion, where the continuity of the derivative operator is lost. 5 5.1 Rock avalanche simulations and results Val Pola rock avalanche

Fig. 8. Val Pola analysis: (a) Leading-edge position at different time steps along the slope prole; (b) elevation of the leading-edge vs. time showing its runup and arrest time.

The above-described nite element method has been applied to run ow simulations for the Val Pola rock-avalanche and the Ruinon rockslide. Starting from the set of data available for the pre- and post-failure conditions at the Val Pola rock avalanche site we have chosen a cross section along the valley to run the ow simulations. The FE mesh has been generated according to this set of information. A total of 7682 triangular

nite elements have been generated (Fig. 7) for the three main domains, namely: the initial landslide mass geometry (443 elements), the failure surface and the topographic surface (329 elements), the space domain where transition of the moving mass is retained possible (6910 elements). The initial state of stress within the landslide mass has been computed starting from the assumption that the plastic parameters, controlling the behaviour of the mass in the pre-failure state, are high enough to guarantee the formation of the in situ stress under elastic conditions. The effects of the triggering factors are then simulated by a reduction of the initial values for the parameters (see Table 1). A plastic state is consequently induced within the landslide mass.

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Table 1. Values adopted for the physical mechanical properties of the landslide mass and the failure and sliding surface Landslide mass properties Case Study Bulk weight γ (KN/m3 ) 20.6 Elastic modulus E (KN/m2 ) 100 000 0.23 Drucker Prager Drucker Prager Poisson coefcient ν Constitutive model Friction Angle ( ) 45 Cohesion c (KN/m2 ) 0.01 Dilatancy ( ) 0

Val Pola

Ruinon

27.5

100 000

0.23

28

400

0

Sliding surface Properties Case Study Bulk weight γ (KN/m3 ) 20.6 Elastic modulus E (KN/m2 ) 100 000 0.23 Drucker Prager Drucker Prager Poisson coefcient ν Constitutive model Friction Angle ( ) 18 Cohesion c (KN/m2 ) 0.004 Dilatancy ( ) 0

Val Pola

Ruinon

27.5

100 000

0.23

12

5

0

Fig. 9. Maximum recorded velocities in the Val Pola analysis: in black are the leading-edge velocities, in white are the maximum values within the landslide body and tail. Progressive decrease of leading edge velocity is recognizable.

These parameters enabled the model rock avalanche to run for a total duration time of 68 s, to deposit an accumulation with maximum thickness of about 100 m, and the leadingedge to reach the maximum elevation of 256 m above the antecedent valley thalweg, against the observed 300 m. The kinematics of the simulated event is represented in Figs. 8a and b where the position of the model rock avalanche leading-edge at different instants is plotted. Peak leadingedge velocities of approximately 50 m/s (Fig. 9) are obtained between 20 and 30 s after ow initiation. The avalanche velocity increase progressively during the initial 20 s to become constant between 30 s and 50 s, and decreasing progressively up to the moment when the leading-edge reach the valley thalweg. The position of the rock avalanche leading-edge is also described in Fig. 8. It also evidences the relative velocity along the track and the arrest time. The maximum computed velocity within the owing mass and the leading-edge velocity are reported in Fig. 9 with respect to time. During the initial part of the avalanche motion, the maximum velocity coincides with that of the leading-edge. After the arrest of the leading-edge at 68 s, the maximum velocity is relative to points progressively close to the tail of the moving mass where movement persists. This set of observations is also typical of many other numerical models. Nevertheless, the adopted numerical solution allows to analyse at different instants the potential behaviour at different points or their relative motion within the

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a)

b)

Fig. 11. Val Pola rock avalanche model 10 s after movement initiation as in Fig. 10: (a) plot of the velocity vectors along 6 vertical proles showing a rigid like movement (b) plastic strains along the central vertical prole showing localization at the rock slide base.

Fig. 10. Val Pola rock avalanche model 10 s after movement onset: (a) material prole, (b) velocity eld, (c) velocity vectors.

owing mass without introduction of depth averaging or similar simplifying assumptions. Figures 10a, b and c show, respectively, after 10 s from the motion onset: the geometry and position of the mass, the velocity eld and the velocity vectors. These gures already show the increase in velocity within the moving mass and at its front. Six different vertical proles within the moving mass (Figs. 11a and b) have been chosen to examine the distribution of velocity and its direction during this initial stage of motion. The mass is still compact while moving parallel to the failure surface, with no relative motion of the different sectors. This is evidenced by plotting the plastic strains (Fig. 11b) along the central vertical prole (the third from the upper limit as in Fig. 11a).

Their localisation close to the failure surface implies a rigid behaviour of the moving landslide mass. A sequence images of landslide material distribution and velocity eld contours (Figs. 12 and 13), as obtained from the model at different time steps (10, 20, 30, 40, 50, 60, 68 and 100 s), illustrates the progressive thinning of the mass and the maximum velocity in the front area. During the initial 20 s the zone of maximum velocity isolates, just downslope of the toe of the failure surface, a well-dened sector resembling a “landslide” within the front. This pattern suggests the disaggregation that occur within the failing mass in correspondence of such a knee-point. Again during the initial 40 s the mass elongate and increase in velocity up to the valley thalweg with maximum values at the front. A progressive decrease in the front velocity is observed with continuous movement at the ow tail also after 100 s. We must stress at this point that the simulation has been stopped after 100 s. Thus, the nal position of the rock avalanche tail does not coincide with the one observed in the eld. One more gure (see Figs. 13b and c) shows the contours of the plastic invariant, k, linked to the tensor of the increpl ment of the plastic strain ˙ij . The plastic invariant k can be written as: k = 0.5˙ij ˙ij
pl pl

Figure 13b refers to the instant of arrest of the leading-edge after 68 s and Fig. 13c to the end of the simulation (100 s).

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10 s

20 s

30 s

40 s

50 s

60 s

68 s

100 s

Figure 12 - Sequence of images showing at successive time steps the geometry of the flowing mass. Maximum runup Fig. 12. Sequence of images showing at successive time steps the occurs at 68 s after movement onset, whereas the rear part of the mass is still moving after 100 s.

geometry of the owing mass. Maximum runup occurs at 68 s after movement onset, whereas the rear part of the mass is still moving after 100 s. Fig. 13. Sequence of images showing: (a) the velocity eld within the owing mass at successive time steps. Maximum velocities are in dark red, lower are in blue. The two lowest images: (b) and (c) show the plastic invariant, k, linked to the tensor of the increment pl of the plastic strain ˙ij at 68 and 100 s, respectively.

The same set of contour intervals have been chosen to make the plots comparable. At 68 sec we observe that the plastic strain is no more localised at the bottom of the landslide mass (i.e. along the topographic surface) but they are spread within the entire thickness of the owing mass. This is particularly interesting because it is in contrast with some of the assumptions usually advanced in depth averaged models where strain localization at the basal surface is requested. Plastic strains continue up to the end of the simulation (100 s) especially in the upper part of the slope where material is still in motion. A sort of discontinuity in the plastic strain eld is observed in proximity of the toe of the failure surface, at the junction with the topographic surface. Again, this pattern is coherent with the computed velocity and suggests the important role of this sector in disaggregating the failing rock mass. 5.2 Ruinon rockslide

The Ruinon rockslide represents a case where numerical modelling has been used to evaluate hazard zonation for a possible rock avalanche evolution of the movement. The available data (Crosta et al., 1999) for the Ruinon landslide have been used: to trace a cross section along the slope and the opposite valley ank, to delineate and characterise the unstable mass.

Fig. 14. 2-D nite element mesh generated for the Ruinon rock slide model: space domain is represented by blue elements, landslide mass by red elements and the failure and topographic surface by black elements.

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Fig. 16. Velocities computed for the Ruinon rock slide model at different time steps along a vertical prole placed at the valley thalweg. Progressive decrease in velocity and thickening of the mass with increasing time are recognizable.

Fig. 15. Ruinon rock slide model: (a) Leading-edge position at different time steps along the slope prole; (b) elevation of the leading-edge vs time showing its runup and arrest time, (c) maximum recorded velocities: in black are the leading-edge velocities, in white are the maximum values within the landslide body and tail.

A FE mesh with a total of 5558 triangular nite elements has been generated (Fig. 14; 738 elements for the initial landslide mass geometry, 327 for the failure surface and the topographic surface). The assumed values for the physicalmechanical properties are reported in Table 1. The initial state of stress has been established and the failure has been triggered with the same approach presented for the Val Pola rock avalanche. Looking at the results of the simulations it is evident the short time of realisation of the rock and debris avalanche (Figs. 15a, b and c). The leading-edge reaches the valley thalweg (1474 m a.s.l.) after 19 s and in the following 13 s it arrives at 1652 m a.s.l. on the opposite valley ank. The front stops at 40 s from the initiation and after owing back to 1642.5 m a.s.l. (Figs. 15a and b). The motion of the mass continues beyond 100 s at its rear part with average velocities ranging between 10 and 20 m/s. The maximum front velocity is about 60 m/s and it is reached along the slope before to reach the valley thalweg (Fig. 15c). The maximum velocity within the owing mass reaches about 70 m/s after 20 s from the onset. We have analysed what happens when the mass ows through the valley bottom by representing velocity proles, at different time steps (Fig. 16), along a vertical cross section located exactly at the valley thalweg. The highest velocities (about 50 m/s) coincide with the front arrival followed by a progressive decrease. During these successive instants a slight irregularity in the velocity proles becomes visible. It could be motivated by the internal deformation of the moving mass even if the range of variation is relatively small (6 m/s) and by the different direction of the velocity vectors. The thickness of the shear zone at the base of the

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G. B. Crosta et al.: Numerical modelling of large landslides stability and runout

Fig. 17. Ruinon rock slide model. Sequence of images showing at successive time steps the geometry of the owing mass. Maximum runup occurs at about 30 s after movement onset, whereas the rear part of the mass is still moving after 100 s. Figures show separation and independent motion at the avalanche rear part.

Fig. 18. Ruinon rock slide model. Sequence of images showing the velocity eld within the owing mass at successive time steps. Maximum velocities are in dark red, lower are in blue. A clear change in velocity value occur in the landslide sector which overcomes the toe of the failure surface implying the complete disaggregation and disruption of the initial rock mass.

owing mass remains almost constant (about 10 m) with time but it must be stressed that this value can be controlled by the size of the FE mesh. The thickness of the entire mass increases progressively from about 40 m (after 20 s) to its nal value of about 110 m. The distribution of the mass at different time steps along the slope is represented in Fig. 17. The general shape of the prole can be observed, together with the progressive thinning of the mass, the detachment, movement and arrest of some material at the rear end of the mass along the failure plane and topographic surface. The velocity eld is represented in Fig. 18 at the same time steps as for Fig. 17. Again the maximum velocity starts at the leading-edge to gradually propagate within the mass with a sharp discontinuity at the toe of the failure surface. This change is similar to the one observed for the Val Pola rock avalanche but it is more marked. To improve the understanding of the phenomenon we represent the velocity vectors for the points along the topographic surface and along 6 vertical proles distributed along the slope (Fig. 19). The gure shows the relative distribution of the velocities along the base and the slight changes in direction of the vectors along the vertical proles. These

changes in direction become clearly more important in proximity of the valley thalweg when the mass is subjected to a strong change in direction and to important internal deformations. This last point is also suggested by the plot of plastic strain along the topographic surface and the vertical proles. Plastic strains are represented in vector format along the principal directions and prevalently show a shear component parallel to the slope surface. Along the lowest vertical proles plastic strain accumulates also within the mass with constant principal directions but with decreasing intensity toward the upper material surface. The nal stages of the avalanche have been analysed through a series of 3 vertical proles located at the valley thalweg and 100 m (horizontal distance) to the right and left of the rst one (Fig. 20). Velocity vectors are plotted at different time steps (30, 34, 38, 42, 86 and 100 s) and put in evidence the up-hill and down-hill movement occurring during and after the runup phase, respectively. This motion does not stop after the arrest of the avalanche leading-edge (40 s) but assumes an oscillatory trend up to the end of the simulation (100 s). The same phenomenon is evidenced in Fig. 21 where maximum velocities at one of the three vertical proles are plotted versus time.

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Fig. 19. Ruinon rock slide model 24 s after movement initiation: (a) velocity vectors along 6 vertical proles and the sliding surface are represented, (b) plastic strains along the 6 vertical proles and the sliding surface, as in Fig. (a). Strain localization prevails along the slope and internal strains become more relevant at the valley bottom and during runp.

Fig. 20. Ruinon rock slide model at different time steps. The three lower vertical proles from Fig. 19 are shown. Oscillations of the velocities can be recognized.

6

Discussion and conclusions

Material involved in large ow-like landslides is often characterised by a wide range of grain sizes. The deposits include massive blocks as well as very ne particles (up to clay size) and this often precludes the performance of meaningful laboratory and eld measurements. The mechanical behaviour of the ner fraction is not generally representative of the entire ow. Furthermore, deformation mechanisms and pore uid pressure conditions typical of large scale ows are difcult to replicate in small scale testing. Numerical simulations can be used to partially overcome these difculties and to assess and comprehend the ow behaviour of ow-like landslides. These models can also predict landslide runout and runup to perform an hazard zonation. Numerical methods for ow-like landslide modelling depend heavily on different factors, namely: the type of modelling approach, the appropriate selection of constitutive models and model parameters, the understanding of the assumptions and limitations of the adopted modelling procedure, the suitability of the model to simulate or include both morphological and physical-mechanical constrains and boundary conditions. In addition, estimation of the geometry and volume of a potential slope failure is of critical importance. In this paper we present a new numerical modelling approach based on a sophisticated nite element technique. We applied this approach both to back-analyse a large recent rock

Fig. 21. Ruinon rock slide model. Maximum velocities computed at one of the three vertical proles of Fig. 20 are plotted versus time. Velocity vectors are plotted with positive sign to the left (runup) and negative to the right (descent after runup). Oscillation of the velocities within the avalanche mass are evident starting from 32 s.

avalanche (Val Pola) and to model the ow behaviour of a potential rock avalanche (Ruinon). We can add some more comments concerning the modelling results to the observations already made in the paper. For example, in the actual Val Pola rock avalanche debris deposit maximum thickness predicted by the twodimensional model is roughly 100 m whereas the observed

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G. B. Crosta et al.: Numerical modelling of large landslides stability and runout the slope debris cover) and we didn’t considered it in the simulations. Nevertheless, it is known that entrainment for some rock avalanches and especially for relatively small ow like landslides might become relevant, implying an increase in volume of two to 3 orders of magnitude. Eventually, debris cover (talus, colluvial and alluvial deposits) could play a determinant role in increasing ow mobility by different mechanisms (undrained loading, strain localization in softer material, weak wet sediment and river water entraiment, etc.).
Acknowledgements. Enel Hydro spa kindly provided access to some data regarding the Val Pola rock avalanche. This work has been partly funded by the DAMOCLES Project, EVG1–1999– 00027. All Finite Element calculations results are courtesy of Finite Element Application Technology, FEAT.

thickness was about 90 m The difference can be easily imputed to the position of the modelled landslides prole and to the three-dimensional effects connected to the up-stream and down-stream movement of the owing mass. These two opposite ows took place probably both during the runup of the rock avalanche leading-edge and after its maximum reach and during the partial return ow down of the opposite valley ank. As a consequence, this is an example of how a complete calibration of two-dimensional models based on runout only is ambiguous and only the use of more constrains (total and partial arrival times, thickness of the deposit, maximum trimline height, etc.) can help in solving the problem. Then, these values of the physical-mechanical parameters that allow the leading-edge to stop at the observed distance and elevation can only be considered as upper bounds values. The adopted model parameters represent an average two dimensional rheology required for rock avalanche debris to match the runout and/or the run-up. Then, as suggested by Sousa and Voight (1995), the model might be regarded as less stiff than the prototype during early stages of movement when fragmentation and disaggregation of the rock mass were not complete and ow was transitional from frictional sliding. In any case we must suggest that for these types of phenomena the pre-failure rock mass is usually highly fractured and it is completely opened before or when it overcome the toe of the failure surface. Furthermore, a continuous fragmentation (i.e. fracturing and subdivision) continues all along the ow occurrence as suggested by eld observations and corroborated by our modelling results. Then, an important model limitation is the assumption of constant mechanical properties throughout ow occurrence. For long-runout ows modelled with constant mechanical parameters and calibrated according to the total runout length it seems more correct to adopt values of the material properties typical of the conditions existing during the intermediate to terminal stages of ow. This assumption can be at the origin of high early stage velocities. To overcome this limitation, we are presently implementing the numerical model by introducing a softening behaviour for the landslide material and the surface on which movement takes place. Most of the developed continuum models apply a depthaveraged approach. The most relevant difference in our study consists in the possibility to consider and analyse internal material strains. As presented in the ow simulation results, the depth-averaged assumption can be quite limiting especially in presence of some morphologic features. These features include, namely: sharp changes in ow direction, knee points, obstacles of different nature and deformability, etc. Furthermore, it has been suggested that the absence of very ne basal layers and of pseudo-tachylytes (very ne or glass like material) indicates that energy dissipation during ow of large rock avalanches generally takes place also within the moving mass and not only at its base (Legros et al., 2000). One more relevant point is the role of material entrainment and deposition during the ow. In case of the Val Pola rock avalanche scouring of the slope material along the track was relatively limited (mainly because of the limited thickness of

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