The Rječina River, Croatia, is a typical karstic river 18.7 km long, originating from the Gorski Kotar Mountains. The bottom of the Valley is 150 to 200 m above the sea level, while the highest peaks are at elevation 432 m in the south western and 412 m in the north-eastern part of the Valley. This is the most active area in terms of geodynamic and seismic activities, with daily rockfall events and numerous catastrophic floods recorded in the past centuries, thus presenting the area with expressed landslide and flood hazard. Types of movements that can be distinguished in this area include debris avalanches over the flysch bedrock, rockfalls from limestone cliffs, sliding of huge mega blocks and rocky towers, complex active, dormant and reactivated translational landslides on both sides of the Valley (Benac et al. 2009).
The kinematics of the structural elements in the central part of the Rječina Valley are based on the relationship between relatively rigid carbonate rocks and ductile siliciclastic rocks during simultaneous deformations (Fig. 1).The Valley is a part of a dominant morphostructural unit that strikes in the northwest‐southeast direction (Ilirska Bistrica-Klana-Rječina Valley-Bakar Bay–Vinodol Valley). Paleogene siliciclastic sedimentary rocks, i.e. flysch (sandstones, siltstones and marls in alteration) have a form of a squeezed synciline between karstified carbonate rocks (Upper Cretaceous and Paleogene limestone) which prevail in a wide area of the mentioned morphostructural unit (Velić and Vlahović 2009). Geological contacts between carbonate and flysch rock mass are reverse faults, with different mechanisms of origin. Neotectonic and recent tectonic movements have caused irregular subsidence of flysch areas and the uplifting of the surrounding karstic terrain, whereupon karstified limestone rock masses are visible on the top of the slopes and the flysch rock mass can be found in the bottom of the Valley.
The siliciclastic flysch bedrock is characterized by a significant lithological heterogeneity, because of a frequent vertical and lateral alternation of different lithological sequences. Flysch rock mass is more subject to weathering, forming a clayey weathering zone, which mixed with the coarse grained rock fragments forms few meter-thick unstable slope deposits.
Historical descriptions from the Croatian State Archive in Rijeka (Anon 2011a, 2011b), present many evidences of landslides occurrences triggered by rainfall, floods or earthquakes, recorded in the Rječina River Valley during 19th and 20th century (Fig. 2). The last major complex retrogressive landslide with volume of approximately 3.0x106 m3was reactivated in December 1996 (Fig. 2c) near Grohovo Village on the NE slope. Valići landslide (Fig. 2b), as the most recent of large landslides in the area, activated in February 2014 on SW slope, due to long period of heavy rainfall, and moved 1.0x106 m3 of sliding mass to the reservoir(Arbanas et al. 2014). The NE slope is monitored since 1998 (including 22 benchmarks, inclinometers, deformeters and piezometers) and further on from 2011 (including geodetic surveys of 25 benchmarks observed by robotic total station, measurements from 9 GPS receivers, vertical inclinometers and extensometers, long span and short span horizontal extensometers, pore pressure gauges and rain gauge). Landslide inventory of the Valley was determined using airborne LiDAR imagery scanned in March 2012 (Arbanas et al. 2014).
This paper presents an investigation of the dormant landslide located on the SW slope of the Valley (Fig. 2a).The parameters of the slope materials, the thickness of the slope deposits, the position of the flysch bedrock and the sliding surface are well known on the NE slope due to long term investigation of the Grohovo landslide (from 1996). On the other hand, on the investigated SW slope there are no data from any past investigation works. The first described record of sliding on this location, dates back from1767 (Lopacsaer Plan Idealis), describing numerous landslide and rockfall events caused by the 1750 earthquake (intensity 9 according Mercalli-Cancani-Sieberg scale). Later on, in 1870 when a destructive earthquake struck the broader area of the City of Rijeka, a huge rock avalanche was recorded at the same location on SW slope. Landslide reactivation was triggered again in 1885 by the intense and long-term rainfall, when the sliding mass has destroyed or damaged most of the houses in the Grohovo Village area on the right river bank.
The present topography of the investigated landslide shows clear landslide features that can be easily compared to the topographic map from 1894 (Fig. 2a). The crown and the main scarp are characterized by steep, 10 to 40 m high limestone cliffs (Fig. 3c). The total length of tensile crack is around 800 m. Debris deposits are present over the flysch bedrock, over the whole depletion zone. Fresh marks of debris avalanche in the upper part of the landslide body can be often seen (Fig. 3b). Limestone blocks, visible on the top of the depleted mass, around 30 m from the main scarp, evidence their translation and rotation in the past sliding processes. Accumulation zone is spreading over and beneath the county road that is passing through the displaced landslide mass (Fig. 3a).Estimated dimensions of the landslide from 1885are L = 545 m; Ld = 530 m; Lr = 430 m; Wd = 970 m; Wr = 705 m.To investigate the possibility of the landslide reactivation under certain conditions, a 2D back stability analysis was performed based on the rock mass strength parameters obtained from laboratory testing in order to determine the landslide dimensions and to define the approximate position of the sliding surface. The data about the present slope topography was provided by the Remotely Piloted Aircraft System (RPAS), using Structure-from-Motion (SfM) photogrammetry to derive 3D point cloud.
The use of RPAS presents a new revolution in geodetic profession, and has a great potential in the field of natural hazard phenomena, since it is becoming a powerful tool in alternative to the traditional monitoring and surveying systems in order to reproduce 3D models, high-resolution images and maps. The main advantages are low costs, usage in hard reachable areas with low risk for operators doing the survey and repeatability of flights allowing a multi-temporal analysis, operated by one person. Due to progressive development, but also some illegal applications, violation of personal data, political incidents and other bad examples of their application, there are more and more legislative limitations around the world. They should be respected according to different international (Authority of International Civil Aviation Organization), regional (European Aviation Safety Agency authority) and national (here Croatian Civil Aviation Agency authority) legislation. There is a small number of publications describing methodology of application on different case studies, from landslide phenomena (Niethammer et al. 2012, Car et al., 2016), erosion processes (D’Oleire-Oltmanns et al. 2012, Ružić et al. 2013), geomorphological mapping (Hugenholtz et al. 2013) but also coastal engineering and beach topography changes (Hapke and Richmond 2000, Mancini et al. 2013, Ružić et al. 2015, Casella et al. 2016), hydrological context, inspection of various structures (Jurić Kaćunić et al. 2016), vegetation monitoring (Berni et al. 2009), ecology (Anderson and Gaston 2013) etc., although they are increasingly used and valuable for further researches.
As from described historical events can be seen, the main triggers of instabilities in the area are rainfall and earthquakes. According to the Republic of Croatia seismicity map (http://seizkarta.gfz.hr/), which was derived from the data base of more than 40 000 earthquakes in the Republic of Croatia and neighbouring areas, peak ground acceleration of the ground for the return period of 95 years is a = 0.1 g and for the return period of 475 years a = 0.22 g (where g = 9.81 m/s2). Seismic hazard was calculated using Monte-Carlo method, where probability to exceed specific acceleration value was defined from statistical analysis of earthquake catalogue generated using the empirical distribution (AR2) for each mesh element and a very long period (more than 2 000 000 of years).Limit equilibrium stability analysis of the present SW slope conditions, were performed for the possible seismic scenarios.