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Italian Journal of Engineering Geology and Environment - Book Series (6) © 2013 Sapienza Università
DOI: 10.4408/IJEGE.2013-06.B-13
Università degli Studi di Milano - Dipartimento di Scienze della Terra “Ardito Desio” - Milano, Italy
Corresponding Author:
: rockfall, in situ test, restitution coefficients, kine-
matic simulations, Grosina Valley
Rockfalls are very common and dangerous
events in all mountain areas, due to their high mo-
tion velocities which render any warning equipments
useless. A reliable forecast of trajectories, velocities,
bounce heights and kinetic energies of potential fall-
ing blocks is fundamental in hazard mapping and ter-
ritory management; although the prediction of mo-
tion parameters is a quite difficult task, because of
their intrinsic randomness.
In the last twenty years, some methods and pro-
grams for the prediction of rockfall trajectories have
been developed, but their applicability is restricted by
the lack of numerous experimental data, concerning
the parameters which govern the rockfall motion.
In this paper results of common predictive rock-
fall models, obtained applying kinematic simulations,
have been compared with those obtained from experi-
mental field tests, which have been carried out on an
Italian talus slope. Firstly, geomechanical surveys of
the release area of blocks have allowed recognizing
the rock volumes prone to failure and the modalities
of detachment. Afterwards the kinematic simulations
of the blocks to test have been performed, using two
different approaches and models.
On Alpine talus slopes, due to the high slope gra-
dient, the motion of blocks is typically characterized
Rockfalls frequently occur in Alpine areas,
creating serious risks to population and buildings;
the protection measures against rockfalls cannot
be adequately designed unless the comprehensive
understanding of rockfall phenomenon. Some ex-
perimental rockfall tests have been performed on a
talus slope in Grosina Valley (northern Italy), with
the aim to check the reliability of common simula-
tion methods and to analyse the motion of falling
blocks. First, a-priori kinematic simulations have
been performed, and, after the rockfall tests, the
results have been compared with the real stopping
positions of blocks. Afterwards, the recorded trajec-
tories of falling blocks have been analysed, allowing
the calculation of the motion parameters of falling
blocks. The motion of blocks was mainly character-
ized by rebounds, therefore particular attention has
been paid to restitution coefficients, which describe
the loss of energy during the impact and greatly af-
fect the results of rockfall simulations. Although
the talus slope features are quite constant, an unex-
pected wide range of restitution coefficients results
from the movies: the variability is greater than that
one of bibliography, moreover normal restitution
coefficients are extremely high (they often overpass
the unit). The qualitative relationships between res-
titution coefficients and slope features, falling block
characteristics and pre-impact motion conditions
have been searched and described.
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fallen blocks, located along the slope, forming a talus
slope which constitutes the transition and deposition
zone of blocks. This scree cone, having a mean slope
gradient of 35°, develops from the bottom of the cliff
and, after two road crossings, reaches the Roasco Riv-
er, at the valley floor (Fig. 1).
The talus slope is characterized by a quite vari-
able grain size, being a heterogeneous deposit, related
to the superimposition of gravitational, glacial and,
in the lower part alluvial events too; however large
blocks are more frequent at the bottom of the slope
and the cone can be classified as a fining-upward scree
slope. The talus slope, with absence of trees, except
seedlings in the lower part, forms a preferential corri-
dor for rock blocks which fall down from the cliff and
are free to reach the roads or also the Roasco River, as
happened in autumn 2010. Laterally, beyond the cone,
where the forest is present, the falling blocks fall stop
behind trees, which are mainly spruces and larches.
The release area of blocks is a cliff, having a dip
direction which ranges from 170°, in the eastern part,
to 290° in the western part, and a medium dip of 55°,
which reaches also 80° in its higher part.
In spite of the difficulties due to the hard mor-
phology and the general bad quality of the rock mass
by impacts and rebounds; therefore the most difficult
task in kinematic simulation modelling is the choice
of restitution coefficients (K), which quantify the loss
of energy occurring during the impact.. These param-
eters are generally derived from literature, without the
local specific outcropping material features are tak-
ing into account; indeed no standard methods exist to
estimate K from field evidences. In the study area K
values have been initially computed as the mean of
bibliographic values; afterwards they have been cali-
brated, using a back-analysis approach, and used to
perform kinematical simulations of blocks to test.
During the full scale in situ tests some coloured
blocks, with different sizes and shapes, have been
thrown down the slope by a caterpillar. The trajectory
of each block has been recorded, the analysis of mov-
ies allowed to calculate, for each impact, velocities,
K, energies, heights of bounce and impact angles. The
comparison between forecasting models and the ob-
served stopping points, as well as the measured mo-
tion parameters, is discussed in the paper.
The rockfall tests have been performed on a
talus slope (0.13 km
extended), located on the left
hydrographical side of the western Grosina Val-
ley, an Italian Alpine valley, situated in Lombardy
Region (province of Sondrio). Grosina Valley is a
transverse of Valtellina and is a small glacial valley,
with west-east orientation.
With regard to geological-structural context, this
area pertains to the superior Austro-Alpine domain
and is characterized by a thrust system which over-
laps the Grosina-Tonale System, to the Campo-Ortles
System. The former includes the Grosina Valley For-
mation, which outcrops in the study area and consists
mainly of paragneisses and micaschists; the latter is
mostly characterized by gneisses.
The left hydrographical side of Grosina Valley is
affected by the Mount Farinaccio Slope Slide (c
et alii, 1994), which is a Depth Seated Gravitational
Slope Deformation, 2 km
wide. The study area is
situated on the external eastern-southern part of the
Mount Farinaccio Slope Side.
In this area rockfall events sometimes occur, the
last one happened in autumn 2010 involving numer-
ous blocks. The release area of blocks is a steep cliff,
about 70m high; its activity is witnessed by numerous
Fig. 1 - The study area: a talus slope under a cliff in
Grosina Valley
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Italian Journal of Engineering Geology and Environment - Book Series (6) © 2013 Sapienza Università
All joints were dry during the survey, even if it
has been carried out in April and so during the snow
melting period; only the set k2 shows oxidation traces,
which can explain the greater weathering process suf-
fered from this set.
The measurements of rock mass properties are
very important to individuate not only the volumes of
blocks, but also their predisposition to failure, which
depends on the orientations of joints and slope face.
The dip and dip direction of gneiss bedding planes
and joints (Tab. 1) has been measured by the compass.
With the aim to study the possible failure mecha-
nisms, the Markland test (M
, 1972) has been
applied, plotting the great circles of the mean disconti-
nuity planes detected on the cliff and comparing them
with the circle of the peak friction angle along discon-
tinuities, whose value, equal to 39°, has been computed
applying the B
& c
(1977) equation, with
JRC and JCS values derived from geomechanical sur-
veys. Adding the great circle of mean dip and dip direc-
tion of the cliff, it is possible to note that the failure of
blocks can occur both for sliding and toppling of wedg-
es. Indeed the point of intersection between k2 and k4
great circles lies between the friction angle circle and
the great circle of the slope face. Furthermore the top-
pling phenomenon, can occur along k3, which has a dip
close to slope dip, but the opposite dip direction. The
analysis of each side of the scarp shows that the slid-
ing of wedges predominates in the Eastern side of cliff,
while the toppling occurs especially in its Western part.
The geomechanical survey assumes therefore a
great importance to choose the initial modelling condi-
tions (of block volumes and starting velocities, accord-
ing to the detachment modality) in rockfall simulations.
Kinematic simulations are a useful tool to study
the propagation of blocks along a slope; these meth-
ods can be employed to forecast trajectories, bounce
(which presents loosened fractures, often dislocated),
geomechanical surveys have been performed in the
source area, according to the ISRM suggested methods
(I.S.R.M., 1977), with the aim to provide the quantita-
tive description of the discontinuities in rock masses,
which allows to, determinates both the features of the
instable blocks and their detachment modality.
The outcropping lithology, belonging to the
Mount Storile Paragneiss Unit, is a small grain parag-
neiss, with rare levels of quartz and amphibolite.
Four main discontinuity sets have been recog-
nized and their properties measured.
The set called k1 develops almost parallel to the
gneissic layering, with a sub-horizontal dip; the sec-
ondary joints have been subdivided in three main sets
(k2, k3 and k4), whose representative orientations are
reported in Table 1.
Along the line section, the intercept (i.e. the
mean distance among different joints, independently
of their orientation) is comprised between 6 and 20
cm, with values usually smaller than 50 cm, only one
measure resulted slightly higher than 1 m. The mean
spacing of discontinuities, which is very important to
evaluate block volumes, ranges from 47 cm for k1
(the closest set) to 145 cm for k2 (the most spaced
set). The persistence is high for both k1 and k2, me-
dium for k4 and low for k3. Especially k2 and k4 sets,
accompanied by k1, are responsible to isolate blocks,
whose mean volumes are nearly 0.7 m
at the bottom
of the cliff, but they increase towards the top until a
medium estimated value of 1.5 m
due to the increas-
ing of k1 spacing values going upwards; the maxi-
mum instable volume observed on the cliff has been
estimated equal to about 20 m
Almost all joints are without infillings, although
they are vey opened: the average aperture reaches 1
cm for the closest set (k1), and 7 cm for the most open
one (k2), whose values often exceed 10 cm; these
wide apertures facilitate the detachment of blocks,
as well as the smoothness of discontinuities planes,
whose Joint Roughness Coefficient (JRC) ranges from
6 to 8, indicating very smooth discontinuities.
About the weathering conditions, joint walls seem
to be only decolourized, except the set k2 which is
slightly weathered, sure enough the average Joint
wall Compressive Strength (JCS), determined using
the Schmidt hammer, is about 58 MPa for k2, while it
ranges from 70 to 77 MPa for all the other sets.
Tab. 1 - Mean values of dip and dip direction of the pre-
dominant discontinuity sets
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rockfall process in 3D, adopting the lumped-mass ap-
proach: the falling boulder is considered dimension-
less (i.e. a point). In addition to the topography, the
input data include some parameters related both to
the detachment of blocks (location of release areas,
number and mass of blocks to simulate, starting ve-
locities and angular deviations), and to their motion:
limit angles, restitution and of dynamic rolling friction
(μ) coefficients, which are used to simulate the loss of
energy during bouncing and rolling, respectively.
CRSP is a commercial software, which performs
rockfall simulations along an user defined topographic
profile, adopting a rigid-body approach and so taking
into account also the shape of blocks (always with
circular sections), and their dimensions. Also this
program requires the input data relative both to the
detachment points and the motion parameters (K and
μ), adding the roughness (ε).
Whilst the input data related to block geometries
and detachment points can be easily gathered by
topographical, geomechanical surveys and also pho-
togrammetrical analysis, those related to motion are
particularly difficult to infer, in fact neither direct field
procedures nor empirical correlations exist to estimate
these parameters, which can be derived performing
in situ rockfall tests. If rockfall tests cannot be per-
formed, motion coefficients can be hypothesized, aris-
ing from bibliographical values, or back-calculated,
analysing the past rockfall events occurred in the area;
this last procedure can be applied only if the stop-
ping positions of fallen blocks are exactly known,
numerous problems arise when the blocks have been
removed or buried, without mapping their locations.
Since motion parameters depend basically on the
outcropping material and the presence of obstacles, it
is a common practice to subdivide the study area in
some homogenous regions.
Hence the studied area has been divided in zones
(Fig. 2), on the basis of the outcropping substratum
and the presence, density and kind of vegetation cov-
er; at each zone motion parameters (Kn, Kt, μ and ε)
have been assigned.
In the first set of kinematic simulations motion
coefficients have been derived averaging out bib-
liographic values, obtained in similar geological and
geomorphological contexts (P
& c
, 1987;
et alii, 1992; c
& S
2004; G
et alii, 2004; F
et alii, 2011). The resulting stop-
heights and energies of falling blocks. After the de-
tachment, a block can continue its motion by free
falling, bouncing, rolling and sliding. The free fall is
modelled by the ballistic parabola physics law, know-
ing the initial velocities; after this phase, the block
impacts to the soil, at the point described by the inter-
section between the trajectory of block and the slope
surface. Then the block firstly rebounds and farther it
can start to roll. The rebounds can be described us-
ing the normal and tangential restitution coefficients
(Kn and Kt), expressed by the ratio between the ve-
locity after and before the impact, respectively normal
and tangential to the slope. Kn and Kt quantify the
loss of energy which occurs during impacts, and their
values depend basically on the outcropping material
and the presence of obstacles. On the apex and on the
upper part of the talus slope, as a whole, the motion
can be simulated using rebound models, which can be
separated in two types: lumped-mass and rigid body
approaches; the former models the block as a single
material point, the latter accounts for the block shape.
In this study, both methods have been tested.
Whatever is the simulation approach chosen, a big
influence on the results is given by the topography, the
more it is accurate, better the results will be. Two dif-
ferent approximations of the slope topography exist:
the 2D slope profile and the 3D grid, which typically
is a rasterized Digital Elevation Model (DEM).
In this research the software Rotomap (S
1991) and Colorado Rockfall Simulation Program
& B
, 1989) have been used, the
former employs the lumped-mass approach, with a
3D grid, while the latter utilises the rigid body model,
with a 2D section. Unluckily, as it often happens, the
detailed topographic base of Mount Farinaccio has
not available, but only the DEM with 10m resolu-
tion, consequently, Rotomap has been initially em-
ployed, being a 3D model well-adaptable for studies
at regional scale with also a smoothened topography
et alii, 2011). Afterwards a section along the
maximum dip angle, located in the centre of the talus
slope, has been chosen and used to model in 2D the
rockfall, with CRSP; this section should be the most
critical of the whole talus slope. In addition, also the
most dangerous section derived from Rotomap re-
sults, has been individuated and compared with the a
priori chosen section.
The Rotomap software, physically based, models
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Italian Journal of Engineering Geology and Environment - Book Series (6) © 2013 Sapienza Università
in the calibration of models based only on the stop-
ping points of blocks. This uncertainty could be re-
duced considering the silent witnesses, i.e. the signs
produced by the passage of blocks (tree and surfaces
hits), which allow to reconstruct the travel path of
the block and its features. This process cannot be ap-
plied in the study area, being these signs neither well
identifiable nor attributable to a specific block. So in
order to evaluate the uncertainty related to the cali-
bration process, the results of simulations have been
compared with those of the in situ tests, performed
in May 2011. These tests have been carried out with
the aim to remove some instable blocks stopped
on the terrace at the bottom of the cliff during the
last rockfall event, therefore the sizes and shapes of
blocks to test were exactly known, as well as their
precise starting location. Using these initial motion
condition and the back-calculated motion coeffi-
cients, a new set of kinematic simulations has been
performed, before the test execution.
ping points are located farther than blocks fallen down
in the study area in autumn 2010. Indeed in the simu-
lations all blocks have reached the Roasco River and
some of them have been able to go up the slope beyond
the river (Fig. 3a), while during the 2010 event some
blocks stopped on the road and on a terrace situated at
the bottom of the cliff, which had been deliberately cre-
ated to hold the falling blocks. It follows that the bib-
liographical values, although carefully selected from
similar contexts, should always be calibrated (F
et alii, 2012), using the back-analysis approach. In or-
der to shorten the travel distances of blocks, Kn and Kt
have been reduced, while ε has been raised (Tab. 2).
The back-calculated parameters obviously fit well with
the stopping points of the 2010 event (Fig. 3b).
Although the calibration of coefficients on the
specific investigation site plays a key role in model-
ling, it cannot be done in areas where the previous
events are mainly unknown and their features not
identifiable. If only the stopping points of blocks
are known, but not the precise location of the re-
lease areas (such as in the case of study), caution-
ary results have been obtained using the bottom of
the cliff as the source point. An ulterior problem in
the calibration is related to the fact that, if several
homogeneous units are involved, infinite different
combinations of motion coefficients will lead to the
same stopping positions, implying a big uncertainty
Fig. 2 - The modelled domain subdivided in units, on the
basis of the outcropping substratum and the pres-
ence and kind of vegetation cover
Tab. 2 - Motion parameters assigned to homogeneous
units, derived both from literature and site-spe-
cific back-analysis approaches. Kn and Kt are
respectively the normal and the tangential restitu-
tion coefficients, μ is the dynamic rolling friction
coefficient and ε the slope roughness
Fig. 3 - 3D paths of the falling block obtained from litera-
ture (a) and back-analysis (b)
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The sizes and shapes of blocks to test have been
carefully chosen among those lying on the terrace.
Considering geomechanical survey results, priority has
been given to rocks with a nearly parallelepiped shape
and volume approximately equal to almost 0.8 m
, be-
ing the mean volume of blocks which were able to reach
the road during the 2010 event. Each block has been
measured along its three dominant axes, making pos-
sible the calculations of volumes and masses. The block
volumes are in good accordance with the volumes com-
puted from geomechanical survey data, although the
spacing of the set k1 is slightly underestimated.
Before the tests, a graduated rope has been fixed
along the slope as metric reference, and blocks have
been painted using different colours with the aim to
allow their recognition during and after the tests.
During the tests the chosen blocks have been
pushed down the slope by a caterpillar. The trajectory
of each block has been recorded using both lateral
fixed cameras and a frontal mobile one. The lateral
cameras have recorded the block movements in the
upper part of the talus slope, and the frontal camera
the entire path.
The blocks started from a static position by rolling
and then began their descendent. Afterwards they ei-
ther continued to roll or mainly took one two bounces
and went into flight. If the stone was larger than the
materials over which it moved, its angular momentum
increased until two basic factors began to diminish
its velocity: a flatter portion of the slope, and larger
materials of substratum (r
, 1963). As the roll-
ing stone met material of its own size, it began to col-
lide against common pieces, losing energy. With this
deceleration process, the stone was soon trapped in
voids between stones of its own size, resulting in a
segregation of materials, observed on the talus slope.
The precise stopping positions of blocks have
been measured by Global Position System and com-
pared with simulation results.
According to the Italian regional law on rockfalls
, 2006), on the basis of simulation
results, the study area has been zoned into preliminary
hazard classes H4, H3 and H2, related respectively to
the passage and stop of the 70%, 95% and 100% of
falling blocks. In the 3D model all blocks, which have
not been subject to fragmentation along their paths,
have stopped in the area individuated as hazard class
H4, whilst the fragments of blocks, have been able to
reach farther location than those forecasted by simula-
tions, although they have been carried out with 1000
blocks, knowing the precise starting position and di-
mension (or mass in lumped-mass method) of blocks.
The distances obtained by the 2D model are a
little overestimated, it could due to the fact that the
steepest profile has been taken into account; moreo-
ver in CRSP all the blocks have a circular section,
while in reality they have prismatic sections, and so
a smaller motion efficiency.However the results of the
back-analysis process revealed to be very useful and
reliable to forecast the trajectories of blocks, but more
efforts should regard the problem of block fragmenta-
tion and especially the angular deviation of fragments.
The main limitation of this approach is that this
comparison, as well as the classical back-analysis
process, takes into account only the stopping positions
of blocks, without considering their kinematic, which
can be evaluated using both field experiments and lab-
oratory tests, although the latter are difficult to extend
to field processes due to the difficulties encountered
when defining similitude rules (B
et alii, 2012).
In order to analyse the motion and the kinemat-
ic parameters developed by the blocks during their
paths, the lateral videos have been studied frame by
frame, extracting 30 frames per seconds. The frames
have been referenced in the space, using the gradu-
ated rope fixed along the slope, through the distance
among known points. In each frame the barycentre of
falling block has been individuated, as a point, and
the set of points represents the trajectory of the block
(Fig.4). The points have been initially referred to the
global xy Cartesian coordinate system, where x is the
horizontal axis and y is the vertical axis; afterwards a
second (local) nt system has been determined, with di-
rection n normal and t tangential to the slope surface.
Knowing both the coordinates of barycentres and the
interval of time Δt between two following frames, the
displacements of barycentre S and the translational ve-
locity V vectors (in terms of direction and magnitude)
have been calculated along the path of block.
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Italian Journal of Engineering Geology and Environment - Book Series (6) © 2013 Sapienza Università
et alii, 2009; B
et alii, 2012; S
et alii, 2012; a
et alii,2012) and in laboratory
et alii, 2012; a
et alii, 2012). So high
Kn values have been also calculated by simulations
et alii, 2009) and back-analysis approach
, 2009). It is therefore necessary to find an
explanation for the occurrence of so high Kn values.
Considering the results obtained from Grosina
Valley test site, although Kn values are often above
one, if the overall K (Ko) is computed, as the ratio
between the post- and pre-impact total translational
velocities (without considering the factorization in
normal and tangential velocities), it results always
below one, which is coherent with the energy dissi-
pation occurring during the impacts. Kn values high-
er than the unit can therefore occur, provided that Ko
is smaller than the unit.
The main explication to obtain Kn above the unit
is related to the geometric relationship between the
block and the slope during the impact, and to the ro-
tational motion established at the impact point. Actu-
ally applying the law of the conservation of energy, it
is possible to see that the impact causes the increasing
of the rotational energy (between the 3 and 16% of
the total energy) at the expense of the translational
total energy, which has components related to the
velocities tangential and normal to the slope. While
the contribution of the former, after the impact, al-
ways decreases (between the 8 and 35%), the latter
increases (between the 4 and 19%).
High Kn values have been measured especially
for blocks with high anisotropy ratio, sure enough a
lengthened block, if impacts with its major axis about
perpendicular to the slope, rotates and its barycentre
becomes higher than those of a block which impacts
The translational pre-impact and post-impact veloc-
ities, normal and tangential to the slope, have been com-
puted applying the following formulas (et alii, 2002):
where g is the gravitational constant (i.e. 9.81m/s
and α is the slope angle close to the impact point.
Since in the upper part of the talus slope, where
lateral cameras have been placed, the rebound is the
predominant kind of motion, Kn and Kt have been
computed, as the ratio between translational veloci-
ties (normal and tangential to the slope respectively)
after and before the impact.
The computed values (Fig. 5) are very scattered
and show a greater variability than that of the litera-
ture. Nevertheless Kt values are in quite good ac-
cordance with common bibliographic values for bare
talus slopes, which generally range from 0.55 to 0.80,
whilst the computed Kn values are extremely high,
with a mean value bigger than one, although the unit
is often seen as an upper boundary for K in numerical
codes. Actually, K equal to one corresponds to a per-
fect elastic collision, K below one defines an inelastic
collision, and K nought means that the block instan-
taneously stops at the surface without bouncing, with
a perfectly plastic behaviour (G
, 1964). As
consequence, K above one should mean that the block
gains translational velocity during the impact, which
is unlikely. Nevertheless experimental evidences show
that Kn values above the unit sometimes occur, be-
ing measured both in field tests (a
et alii, 1992;
Fig. 4 - The trajectory of a block, obtained from frame by
frame analysis
Fig. 5 - Box-plots of normal (Kn), tangential (Kt) and
overall (Ko) restitution coefficients, calculated
from Grosina Valley in situ tests
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International Conference on Vajont - 1963-2013 - Thoughts and analyses after 50 years since the catastrophic landslide Padua, Italy - 8-10 October 2013
not subject to fragmentation during its paths. The 2D
model, with rigid-body approach, has proved to be
more cautionary than the 3D lumped-mass model.
Afterwards the motion parameters and in partic-
ular the restitution coefficients have been calculated
by test movies, using image analysis techniques.
The resulting tangential restitution coefficients agree
with literature, whilst the normal ones are uncharac-
teristically high (often above the unit). So high nor-
mal restitution coefficient are mainly related to the
geometry of the block at the impact point, but also to
the outcropping material grain size, slope angle and
to parameters linked with the kinematics of block be-
fore and during the impact.
Moreover both restitution coefficients resulted to
be very scattered, although they have been measured
in an area with the quite constant features (a bare talus
slope). These coefficients change within the same ho-
mogenous unit, going downward the slope. Therefore
the common practice in rockfall modelling which
considers motion parameters constant inside each ho-
mogenous area has proven to be too much simplistic.
Inside each homogenous zone it should be better to
consider not a constant value but a range of variation
of these coefficients. Additionally the subdivision in
homogenous areas should be more detailed, consider-
ing also small grain size and slope angle variations,
which have proven to affect the restitution coefficients.
With the aim to improve the modelling some efforts
could be done to study the fragmentation phenomenon
and to find the quantitative relationships to estimate the
restitution coefficients from field evidence.
The authors would like to thank: Giovanni Di Tra-
pani and “Comunità Montana di Tirano” for the pos-
sibility to perform the tests, Erika De Finis and Andrea
Merri for the help during field surveys, but also Ales-
sio Conforto and the Professor Marco Masetti.
with the major axis almost parallel to the slope. Actu-
ally the barycentre of a lengthened block is subjected
to a bigger displacement in the direction normal to the
slope than that of an equilateral one. If a lengthened
block impacts with its corner, the arm of the angular
velocity along the direction normal to the slope can be
strongly greater than the arm of the angular velocity
along the direction translational to the slope and con-
sequently Kn can overpass the unit, even though the
loss of kinetic energy produced by the impact is saved
et alii, 2013).
Additionally high Kn values seems to be linked
with small grain size of the outcropping material, high
slope angle, and consequently small incidence angle (in
this study Kn above the unit has been measured with
incidence angle smaller than 15°). Actually steeper the
slope is, smaller the impact angle will be, hence Kn
increases with the decrease of impact angle or equally
with the increase of slope angle. Moreover smaller the
normal translational impact velocity is, higher Kn will
be (in this study Kn above the unit has been measured
with normal impact velocity below 10 m/s).
This paper describes some in situ rockfall tests,
carried out on an Italian talus slope, and the compari-
son between kinematic simulations and test results.
The initial motion conditions have been inferred
from geomechanical surveys, which allowed to cal-
culate unitary rock volumes prone to failure, and to
individuate the possible detachment mechanisms. The
motion parameters firstly have been calculated aver-
aging out the literature values, and then they calibrated
through a back-analysis process, this step has revealed
to be of fundamental importance. The so derived mo-
tion parameters have been used to simulate the falling
of the blocks selected for the tests. The comparison
between a-priori simulation results and real stopping
points of tested blocks are close only if the block is
P., S
h. & T
G. (2012) - Geotechnical and kinematic parameters affecting the coefficients of restitution
for rockfall analysis. Int. J. Rock Mech. Min. Sci. 54: 103-113.
a., r
P.P., d
e., G
G.P. & z
a. (1992) - In situ observation of rockfall analysis parameters. Proc. 6
Int. Symposium on Landslides, 307-314.
n. & c
V. (1977) - The Shear Strength of Rock Joints in Theory and Practice Rock Mechanics. Rock. Mech.
10 (1-2): 1-54.
F., d
l., n
F., B
F. & d
F. (2009) - Toward objective rockfall trajectory simulation using a
background image
Italian Journal of Engineering Geology and Environment - Book Series (6) © 2013 Sapienza Università
stochastic impact model. Geomorphology, 110: 68-79.
F., B
F., T
P., d
l. & h
o. (2012) - Rockfall rebound: comparison of detailed field experiments
and alternative modelling approaches. ESPL, 37 (6): 656-665.
o., G
a. & S
M. (2012) - Laboratory Investigation on High Values of Restitution Coefficients. Rock Mech.
Rock Eng., 45: 35-43.
k.T., w
r.h.c. & w
J.J. (2002) - Coefficient of restitution and rotational motions of rockfall impacts. Int. J. Rock
Mech. Min. Sci., 39: 69-77.
a., B
G. & G
l. (1994) - The Mount Farinaccio Slope Slide (Western Grosina Valley, Sondrio Prov.).
Proc. Symposium “CROP - Alpi Centrali”. Quaderni di Geodinamica Alpina e Quaternaria, 2: 79-92.
a. & S
F. (2004) - Sperimentazione in sito ed analisi del fenomeno di caduta massi. GEAM, 1-2: 39-47.
F., a
T. & G
G.P. (2011) - Applicazione di modelli cinematici per lo studio di frane di crollo in media Val San
Giacomo (SO). GEAM, 1: 55-64.
F., G
G.P., & a
T. (2012) - Mount Farinaccio rockfall: comparison between kinematic simulations and
experimental field tests. Rendiconti online della Società Geologica Italiana, 19: 40-41.
F., G
G.P., & a
T. (2013) - Why can rockfall normal restitution coefficient be higher than one? Rendiconti
online della Società Geologica Italiana, 24: 122-124.
G.P., G
a., M
M. & S
a. (2004) - Experimental and theoretical studies to improve rockfall analysis
and protection work design. Rock Mech. Rock Eng., 37 (5): 369-389.
W. (1964, Eds.) - Impact: the theory and physical behavior of colliding solids. Edward Arnold, 379, London, UK.
I.S.R.M. (1977) - Suggested methods for the quantitative description of discontinuities in rock masses. Int. J. Rock Mech. Min.
Sci. Geomech. Abstr., 15 (6): 319-68.
J.T. (1972) - A useful technique for estimating the stability of rock slopes when the rigid wedge sliding type of failure
is expected. Imperial College Rock Mechanics Research Report, 19.
P. (2009) - Rockfall-induced block propagation on a soil slope, northen Italy. Environ. Geol., 58, 1451-1466.
T. & B
T. (1989) - Computer simulation of rockfalls. Bull. Assoc. Eng. Geol., 26 (1): 135-146.
d.r. & c
r. (1987) - Computer rockfall model. Proc. Meeting on Rockfall Dynamics and Protective Works
Effectiveness, 123-125, Bergamo, Italy.
(2006) - Criteri attuativi l.r.12/05 per il governo del territorio, Componente
geologica, idrogeologica e sismica del piano di governo del territorio. Bollettino Ufficiale Regione Lombardia, 13: All.2/1-
All.2/9 Milano, Italy.
A.M. (1963) - Evaluation of rockfall and its control. Highway Research Record, 17: 13-28, Washington, D.C.
G. (1991) - Rotomap: analisi statistica del rotolamento dei massi. Guida informatica ambientale. Patron, 81-84, Milano, Italy.
M., G
a., B
o., F
S. & G
G.P. (2012) - In situ rockfall testing in New South Wales, Australia. Int.l
J. Rock Mech. Min. Sci., 49: 84-93.
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