Landslides are natural phenomena that pose a substantial hazard and risk worldwide (Guzzetti et al. 1999). Seismic shaking and intense rainstorms are commonly the main triggering agents for landslide occurrences. Rainfall-triggered landslides frequently damage infrastructure and cause significant loss of life. Petley (2012) studied the effects of non-seismic-triggered landslides using a 7-year statistic (2004–2010) and approximated an average annual death toll of more than 4600.

An increased number of landslides is frequently attributed to changing precipitation patterns; however, large uncertainties remain (Coe and Godt 2012; Crozier 2010; Gariano and Guzzetti 2016). To better understand recent and future frequency and magnitude relationships of landslides, long-term landslide monitoring systems are required (Thiebes 2012). Particularly, monitoring of active landslides can help to understand the hydrological and geotechnical interactions of a landslide subsurface (Malet et al. 2005).

A large number of methods have been utilised for landslide monitoring systems (Mikkelsen 1996; Thiebes 2012; Thiebes and Glade 2016). The methods can be categorised into approaches that analyse (a) the triggering factors, e.g. rainfall and changes of soil moisture conditions, or (b) the detection of landslide movements itself. Approaches to analyse triggering factors include direct measurements through e.g. piezometers to quantify groundwater tables (Massey et al. 2013), time domain reflectometry (TDR) probes to analyse volumetric soil moisture content (Camek et al. 2010), tensiometers for measuring pore water pressures (Montrasio and Valentino 2007) and non-invasive techniques like electrical resistivity tomography (ERT) which can give a spatially distributed estimation of soil wetness (Gance et al. 2016; Supper et al. 2014). Landslide movement monitoring includes both surface and subsurface methods. Traditionally, total stations (Burghaus et al. 2009; Reyes and Fernández 1996), as well as GNSS-based techniques (Corsini et al. 2012; Yin et al. 2010a; b), were the primary methods to measure surface displacements. In recent years, terrestrial laser scanning (Abellán et al. 2011; Canli et al. 2015), radar interferometry (Mazzanti et al. 2015; Monserrat et al. 2014; Mulas et al. 2015) and photogrammetry-based methods (Gance et al. 2014; Stumpf et al. 2015; Travelletti et al. 2008) have become popular because they are suitable for displacement measurements over wider areas. Inclinometers, either operated manually or automatic, remain somewhat the gold standard for monitoring of subsurface displacements (Bell and Thiebes 2010; Jongmans et al. 2008; Yin et al. 2010a).

Long-term monitoring systems of active landslides that combine hydrological and geotechnical monitoring with close-range remote sensing techniques are fairly rare, particularly in environments with a comparable complex lithological setting like the Rhenodanubian Flysch Zone. However, most of the complex, hydrologically triggered slope failures that are detected and described in previous studies in Austria are predominantly located in the Rhenodanubian Flysch Zone in Lower Austria and Vorarlberg (Petschko et al. 2013; Petschko et al. 2014; Tilch 2014; Tilch et al. 2013). Particularly the studies of Petschko et al. (2014) and Steger et al. (2016) highlight the high susceptibility to landsliding of the Flysch deposits in Lower Austria. In terms of its topographical and lithological characteristics, the location around the “Salcher”, in the pre-Alpine region near Gresten, appears to be a representative area for slope failures in the Flysch Zone of Lower Austria. In this regard, it can be hypothesised that a monitoring setup of this kind is able to (a) provide useful information about long-term movement patterns in relation to potential triggers, such as rainfall or snowmelt, (b) evaluate innovative monitoring combinations, and (c) develop new landslide analysis methods transferable to similar landslide areas.

In this paper, we present the first results regarding characterisation and structure of a complex, rotational landslide in the Austrian Flysch Zone, which is currently being implemented for a long-term landslide observatory. Moreover, we highlight the advantages of combining hydrological and geotechnical monitoring and close-range remote sensing techniques in order to understand landslide movement and to predict potential instable areas. The future aim of the monitoring system is not only to improve the understanding of the landslide under investigation but also to develop and test new methods which then can be implemented on other potentially hazardous slopes, or might contribute to already existing systems. An outlook highlights the next steps of the implementation of a comprehensive monitoring system, which includes several novel approaches but also reliable traditional methods.

Study area

The study area is located in the western part of the Federal State of Lower Austria in the municipality of Gresten (Scheibbs district, Austria) (Fig. 1a). The study site of the Salcher landslide is located centrally in the municipality of Gresten (Fig. 1b) on a non-forested, east-facing slope at an elevation of approx. 500 m a.s.l. with slope angles between 10 and 20°. The size of the active landslide part is approx. 4000 m2. The lower landslide part is surrounded by two roads. Three residential buildings are situated underneath the main sliding direction of the landslide (Fig. 1c).

Fig. 1
figure 1

a The study area is located in the western part of Lower Austria (DEM (Resolution 1 m/10 m): NOEL GV (2009)). b The Salcher study site is situated in the municipality of Gresten; the area is embedded in a highly diverse geological setting between the Flysch Zone, the Gresten Klippen Zone and the Northern Calcareous Alps (geological maps: Schnabel et al. (2002); Weber (1997). c The Salcher landslide with an active area of approx. 4000 m2 is situated at an elevation of approx. 500 m a.s.l. (EPSG: 31256); the map is showing the geomorphological mapping results of Jochum et al. (2008)


The geological setting of the study area is complex—and one of the most important pre-dispositional factors regarding landslide occurrence and activity in the region. Within a narrow band of about 2 km, three different tectonic units are present. The Helvetic unit of the Gresten Klippen Zone (GKZ) is situated between the Penninic (Rhenodanubian) Flysch Zone (FZ) in the north and the (Upper) Austroalpine Northern Calcareous Alps (NCA) in the south—resulting in highly complex and diverse successions of various lithological units (details are provided in Ruttner and Schnabel 1988; Schnabel 1980; 1999; Schnabel et al. 2002). The GKZ forms several outcropping horizons (in German Klippen) originating from Jurassic and Lower Cretaceous deposits. Being part of the Helvetic Unit and originally deposited north of the (Rhenodanubian) FZ (Höck et al. (2005) citing Oberhauser (1980) and Schnabel (1992)), the GKZ was entirely overthrusted by the FZ during the Alpine orogenesis. Whilst the GKZ is covered by variegated marls (in German Buntmergelserie) and composited mainly of rock types including clayey shales, marls, sandstones as well as conglomerates and breccia, the FZ—as such as well as the sheared scales of the FZ in the GKZ—is composited of marine sandstones, clays, clayey shales, marly shales and marly limestones (Fig. 1b). Both the GKZ and the FZ are extremely complex regarding stratigraphy, lithology and facies (see i.a. Ruttner and Schnabel 1988; Schnabel 1980; Thenius 1974; Wessely et al. 2006 for more details; Widder 1988). Due to the high content of clay and the corresponding weathering products as well as due to the fact that the pelitic layers are (geo-mechanically) tectonically extremely strained and deeply weathered, both the FZ and the Helvetic window of the GKZ are highly prone to landslide processes. Of the 1100 landslides registered in Lower Austria since 1965 until 2006, 62% of them were reported in the Flysch (42%) and Klippen Zones (20%) (Gottschling 2006). Both units exhibit approximately five landslides per km2 in Lower Austria. The respective landslide inventory contains earth and debris slides mapped from a high-resolution LiDAR-DTM (NOEL GV 2009) and is described in detail by Petschko et al. (2013).


Being located in the northeastern alpine foreland, the study area is characterised by a warm temperate and humid climate. The mean annual air temperature is 7.0 °C and mean annual rainfall is 1212.9 mm (average of period 1981–2011). Heavy rainfall events exceeding 100 mm per day are likely to occur. Such events (e.g. September 6, 2007, (102 mm) and June 23, 2009, (111.5 mm)) caused major flooding and triggered landslides in Gresten and other parts of Lower Austria. In addition to strong rainfall events, rapid snowmelt has been identified as one of the main triggering factors of landslides in the region (Schweigl and Hervás 2009; Schwenk 1976, 1992).

Historical information

Prior to its initial activation, the Salcher slope was used as a skiing track from the 1950s onwards (Fig. 2). In the 1950s, skiing activities ceased due to repeated skewing of the lift pillars (Irmgard Plank, pers. comm. 2015). Initial significant slope movements were reported in July 1975. Heavy rainfall in the period between June 29 and July 3 in 1975 was assumed to be the triggering cause (Schwenk 1976). In autumn 1975, remedial measures on the Salcher landslide were carried out on the slope, comprising terrain levelling and filling of cracks. Although awareness of the problematic water conditions on the slope existed, countermeasures with respect to the implementation of an upslope drainage system were not realised. Three years later, parts of the landslide were reactivated by a heavy rainfall event on May 31, 1978. For this day, the rainfall record in nearby Randegg exhibited 101.9 mm. Many other landslides and flooding were assigned to this extreme rainfall event, as it has also been the case in 1975 (Schwenk 1979). In the year 2000, parts of the upper landslide area were levelled out in order to use it as a vaulting area (Hans Plank, pers. comm. 2015) (see Fig. 1c). In the course of a rainy period in the first week of August 2006, repeated movements occurred. Rainfall measurements indicated 162.5 mm for the period between August 1 and 7, 2006. The movements caused the formation of tension cracks 20 m in length with fracture openings of 10 cm. This was accompanied by the creation of fresh minor scarps and hummocks (Fig. 2).

Fig. 2
figure 2

Historical view of the Salcher landslide surface (roughly late 1950s) (Photograph: Marcel Mollik) on the left and the Salcher landslide surface in 2007 and 2014 on the right (Photographs: University of Vienna (2007/ 2014))

During fieldwork for the current monitoring system in July 2014, a tree root sample was discovered in a drill core on the landslide in 2.6-m depth (see INC2/B4 in Fig. 5). Radiocarbon dating of the wooden sample revealed a calibrated date of 1670 AD (with a conventional 14C age of 265 ± 30 BP). OxCal (Bronk Ramsey et al. 2013) with IntCal13 atmospheric curve (Reimer et al. 2013) was used for calibration. This is interesting for two reasons: (a) the oldest obtainable photographs of the Salcher slope (1950s) reveal already an entirely treeless surface, and (b) the depth and ambient material of the sample location, which represents a densely bedded, greyish and reducing environment, thus a long time of undisturbed groundwater conditions. This leads to a possible conclusion that the Salcher slope might have been forested once under relatively stable slope conditions and that the place of discovery was once overrun by the landslide.

Previous monitoring activities

After the reactivation in August 2006, the Geological Survey of Lower Austria set up geodetic piles for total station surveys of the area (see Fig. 5). Surveys started in April 2007 and were conducted biannually until November 2012. The survey campaigns revealed a total displacement of 0.925 m on the most active part of the Salcher landslide. However, measurements ceased in November 2012 as annual displacement rates between December 2009 and November 2012 totalled 5 cm only, whereas the displacement between April 2007 and December 2009 reached 4 cm per month on average (Schweigl 2013). ERT measurements, core drillings and penetration tests were carried out by the Geological Survey of Austria (GBA) and the University of Natural Resources and Life Sciences, Vienna (BOKU) in 2007 (Jochum et al. 2008). Additionally, a mineralogical characterisation of the drill cores was performed. Clay mineral analyses revealed an absence of smectite in the samples. The main mineral content among all samples was weakly crystallised kaolinite. Moreover, illite was determined in all samples. The general occurrence of chlorite in the deepest samples was explained by an early stage of weathering. The interpretation from ERT measurements pointed towards the existence of two shear surfaces and therefore two layers of different activity: (a) an upper active part of the landslide situated between 0 and 4 m, and (b) a lower, currently inactive part between 4 and 9 m. Based on penetration resistance, slope morphology and resistivity measurements, a weathering horizon between 9 and 14 m was suggested (see Jochum et al. (2008) for more details).


In 2014, various field measurements consisting of devices for (a) surface (GNSS, total station, terrestrial laser scanning) and (b) subsurface investigations (dynamic probing heavy, percussion drillings, inclinometers) were conducted at the Salcher landslide, depicting the initial phase of the long-term monitoring site setup that is still in progress and connecting new measurements with historic information. This phase was accompanied by a couple of activities, ranging from preliminary desk study and field reconnaissance to concomitant laboratory and data analysis. Figure 3 shows the methodological approach of the monitoring setup and the workflow of the techniques used for this study.

Fig. 3
figure 3

Methodological approach of the monitoring setup at the Salcher landslide starting in 2014

Desk study and geomorphological mapping

Throughout the preliminary desk study, planning criteria for all further investigation stages were determined. A better understanding of the historical kinematics was necessary to specify the locations for subsurface investigations and later monitoring. Hence, it was required to assess available professional opinions, damage reports and findings from previous investigations to get an overview of the kinematic and morphological conditions and changes on the slope.

With the intention to identify surface displacement of prominent surface structures from an early stage of fieldwork, GNSS-based mapping was initially carried out in July 2014. Prominent morphological surface structures like scarps and areas of distinct morphology were surveyed with a Leica GPS 1200. Correction signals were obtained from the Austrian Positioning Service (APOS) that enable measurements with a 3D uncertainty lower than 1.5 cm.

Total station surveys

The already installed network of geodetic benchmark piles (Schweigl 2013) was re-surveyed with laser distance measurements (see also Fig. 5) using a Leica TCRP 1201 together with reflecting prisms. The manual of the manufacturer indicates an accuracy of 1 mm. Both, the GNSS and total station survey data, were visualised with ArcGIS.

Terrestrial laser scanning

Two terrestrial laser scanning (TLS) campaigns (October 2014 and December 2014) were carried out with a Riegl VZ-6000 (Riegl 2017) in order to obtain high-resolution, multi-temporal surface information. Additional TLS data was provided by the Geological Survey of Lower Austria (2007; resolution 0.01 m). Data acquisition was performed following a similar approach as Prokop and Panholzer (2009):

  1. 1.

    Location of suitable scan positions to minimise occlusions.

  2. 2.

    Improving the accuracy of the global scan positions and the coarse registration through mounting of a GNSS receiver (Leica GPS 1200; correction signals from Austrian Positioning Service (APOS)).

  3. 3.

    Choosing an appropriate point spacing (0.035 ° Theta/Phi Finescan).

  4. 4.

    Acquisition of RGB information using the integrated camera of the Riegl VZ-6000.

Post-processing included registration (coarse and fine) and filtering (vegetation) using Riegl RiSCAN Pro processing software. Global position measurements were used for coarse registration. A first fine registration of each set of newly obtained point clouds from October and December 2014 respectively was carried out using the Multi-Station-Adjustment (MSA) in RiSCAN Pro (Iterative closest point algorithm—ICP—first introduced by Besl and McKay (1992)). To prepare the data for the MSA plane, surface patches were created using both a manual definition of corresponding plane surface patches (tieobjects) and the automatic plane patch filter in RiSCAN Pro. Results of the first MSA were used for a second MSA to register the different scanning campaigns (2007, October 2014, December 2014).

The RiSCAN Pro vegetation filter was used to get ground surface information only. After exporting the filtered point clouds for each of the three scan surveys, they were used for distance measurements calculations by creating DEMs of difference (DoD). Therefore, the point clouds have been converted to DEMs and hillshades using OPALS (Orientation and Processing of Airborne Laser Scanning data) software (Pfeifer et al. 2014). The DEMs have been created with a cell size of 0.1 m. The differences in height (z-axis) were calculated using ArcGIS.

Dynamic probing heavy

Dynamic probing heavy (DPH) was performed by using the SRS-15 (German type) penetrometer (Fig. 4a–c). The aim of this method was to detect changes in mechanical resistance of the subsurface material based on penetration tests (Springman et al. 2009). The device is pneumatically operated with a drop weight of 50 kg. A cone with 43.7 mm in diameter and a dropping height of 500 mm ensured a standardised application according to the European Standard EN ISO 22476-2 for DPH. The number of blows required for each 10 cm was counted. Subsequent to every advanced meter increment, the rods were rotated to minimise skin friction.

Fig. 4
figure 4

Fieldwork on the Salcher landslide. ac Dynamic probing on site DPH1. de Drilling operation with drill core extraction. f Water outburst of drill core B6. gh Inclinometer installation with bentonite grout injection. i Inclinometer data acquisition (Photographs: University of Vienna (2014/ 2015))

Percussion drilling

Core drillings were carried out with a crawler drill GTR 780 V from Geotool. This augering technique is a common method for obtaining only slightly disturbed core samples (Van Den Eeckhaut et al. 2007). The rig can access moderately steep locations with little waterlogging (Fig. 4d–f). It operates with a standardised weight of 63.5 kg and dropping height of 75 cm. A casing drilling approach was applied to prevent borehole collapses and water inflow. In order to protect the drilling equipment, drilling progress stopped at a blow count of 100 for a 10-cm increment. The probe was then extracted from the ground by a vertical-lift hydraulic tube clamp.


Inclinometer casings obtained from “Glötzl Baumesstechnik GmbH” were used for field installation (Fig. 4g–i). The casings consist of flexible acrylonitrile butadiene styrene (ABS) compounds. Each casing is 3 m long and has a diameter of 55 mm. The casings were riveted together to reach the respective final installation depth. The lower end was furnished with a plastic cap. Water tightness of the inclinometer casing was improved by wrapping plastic petrolatum tapes on a polypropylene fleece material base around the connecting elements. At the moment of final depth (reaching un-weathered rock), the drill pipe was removed and the casing was inserted and subsequently filled up with water. This way, potentiometric equilibrium with the surrounding was established. Care was taken to orientate the alignment of the leading grooves in direction of the estimated slope movement (Dunnicliff 1993). A tight connection between the casing and the surrounding stratum was achieved by using a bentonite-grout backfill (Bassett 2012).

The first inclinometer (INC1), installed in June 2014, was placed in the upper part of the currently active landslide part, where an anchorage below the suggested lower shear zone was achieved by reaching a depth of 13 m. The inclinometer neighbours geodetic pile PF4 and corresponds to drill core B2 and the sites of dynamic probing DPH4, DPH12 and DP13 (see Figs. 5 and 6 for locations). INC2 neighbours PF3 and was drilled to a final depth of 6.5 m. The site corresponds to drill core B4 and DPH8 and is intended to monitor the subsurface conditions near the right flank of the landslide body. INC3 was drilled to a final depth of 6.5 m; the site corresponds to drill core B1 and DPH3 in the bulged area at the landslide toe. INC2 and INC3 were installed in September 2014.

Fig. 5
figure 5

Overview of surface and subsurface investigation sites and field installations (DEM (Resolution 1 m): NOEL GV (2009); DEM (Resolution 0.10 m): University of Vienna (2014)); Geomorphological mapping/investigation methods Salcher landslide from 2007: Jochum et al. (2008); Orthophoto: NOEL GV (2010)). For reasons of clarity, only the positions of the core drillings and the inclinometers are indicated

Fig. 6
figure 6

Results from total station measurements at the Salcher landslide (2007–2015, different time lapses) including the caps of the inclinometer casings INC1–INC3, the lift foundation in the middle of the slope SLF (see also Fig. 2) and two of the surveying posts (PF3 and PF4) (DEM (Resolution 1 m): NOEL GV (2009); DEM (Resolution 0.10 m): University of Vienna (2014))

Zero readings were performed after 3 weeks which allowed the borehole to settle and the bentonite-grout backfill to harden. Measurements were taken in 50-cm increments using the NMG probe by “Glötzl Baumesstechnik GmbH”. The probe measuring accuracy varies between 0.01 and 0.1 mm per measurement increment. In order to average errors, the probe was turned by 180° before the second reading. Additionally, surface positions of the inclinometers were determined (Dunnicliff 1993; Stark and Choi 2008). Subsurface displacement was calculated using the software GLNP V4 by “Glötzl Baumesstechnik GmbH”. Each measurement series was set in relation to the zero reading. Cumulative deformation curves were calculated, which visualise displacement values at corresponding depths.

Core sample analysis

The use of plastic inliners allowed continuous sampling of soil specimens in the lab, which permitted a soil physical characterisation of the material (Prinz and Strauß 2011). In the laboratory, particle size, natural water content, carbonate content and consistency were determined. The natural water content was determined according to Austrian standard for gravimetric and volumetric water content (ÖNORM L 1062). The state of consistency was investigated by kneading tests based on the German standard for soil classification in civil engineering (DIN 18196). Particle size analysis was performed by a combined sieving and sedimentation analysis. The samples were split into a coarse soil fraction (> 63 μm) and a fine soil fraction (< 63 μm). Sieve analysis of the coarse fraction was performed in accordance with ÖNORM L 1061–1. Sedimentation analysis of the fine fraction followed ÖNORM L 1061–2. For the sieve analysis, mechanical shakers and test sieves with 2 mm, 630 μm, 200 μm and 63 μm opening diameter (DIN-ISO 3310/1) were used to derive the weight fractions of gravel, coarse sand, medium sand and fine sand.

The finer fractions of silt and clay were determined by using a particle size analyser. The respective diameter thresholds were set to 63 μm, 20 μm, 6 μm and 2 μm to establish comparability to the relevant Austrian standard. The SediGraph 5120 and auto sampler MasterTech 052 from Micromeritics were used for analysis. The machine performs X-ray monitored gravity sedimentation to determine the particle size, which resulted in cumulative finer mass percent versus particle diameter, assuming spherical diameter. Prior to analysis, fine soil samples were treated with 0.1% Tetrasodium pyrophosphate, which acts as a deflocculant for clays and prevents coagulation. Additionally, ultrasonic sound was applied before sedimentation analysis to break agglutinated grain matrixes. Granulometric curves were then calculated for each sample. The soil type was determined by plotting the textural composition on the Austrian soil textural triangle.


In several field campaigns between July 2014 and February 2015, dynamic probing, core drillings, the installation of inclinometers, terrestrial laser scanning, total station surveys and inclinometer data acquisition were carried out on the Salcher landslide. Six boreholes (B1–B6) were drilled, thirteen sites were investigated with DPH and three inclinometers (INC1–INC3) were installed (Fig. 5).

Geomorphological mapping

GNSS-based mapping during July 2014 revealed surface morphological observations to be very consistent with the findings from Jochum et al. (2008) in 2007. Heavily waterlogged areas in the perimeter of the lower bulged area were determined (see Fig. 5), with the frontal part of the landslide overall being slightly more pronounced than in 2007. Slightly below the vaulting area, several scarps are visible. The missing vegetation and rough surface morphology indicate higher landslide activity in these parts. The upper and lower boundary of the depletion and transport zone (Fig. 5) was delineated by the currently invisible main scarp, as suggested by Jochum et al. (2008), and the lower bulged area. Altogether, the currently active landslide area was calculated to cover approx. 4000 m2. The uppermost visible scarp of the landslide is approximately 110 m long whereas several minor scarps delimit a structure that resembles characteristics of a rotational landslide head. An inclined concrete foundation (a remnant of the skiing lift) on top of the head is turned against the hill by approximately 20° (not distinguishable in Fig. 5, see SLF in Fig. 6). The steep landslide toe is pointing towards east and stops at approximately 30-m distance to the former lift house. Since 2007, the toe area remained stagnant in its location, but steepened quite significantly. Apart from some very steep areas, the mostly hummocky landslide surface is densely vegetated with grass. The scarps are mostly free from vegetation, indicating recent activity. The waterlogged areas are covered with patches of Juncus effuses, an indicator plant for standing groundwater.

Total station surveys

Discontinuous total station measurements performed since 2007 showed highly variable displacement rates. The most active part of the landslide revealed movement rates up to an average of almost 4 cm per month between July 2008 and December 2009, whereas displacement between December 2009 and November 2012 was on average lower than 0.5 cm per month. A continuation of total station measurements at the persisting geodetic network started in January 2015. The results indicate substantial movements of PF3 and PF4, which showed displacements of 10.9 cm and 45.7 cm, respectively, corresponding to approximately 0.5 and 2 cm on average per month (Fig. 6). These values are in respect to the previous measurements from December 2012. The total displacement at the most active part of the landslide surface was captured at PF4 with 1.36 m since April 2007. The southeast trend of the deformation of PF3 and PF4 is consistent for all measurements that were performed since 2007. PF2 heaved quite significantly until January 2015, when total station measurements reveal a vertical difference of 5.1 cm in comparison with 2012. Two benchmark points were mounted on the former ski-lift house that showed displacements of 1.4 cm with respect to 2012. Total station measurements were performed assuming PF5 (same position as pTLS scan position in Fig. 5) and PF1 (uphill of the landslide, not displayed in Fig. 5) to be stable over time. However, benchmark 103 and 104 showed deviations of 1.4 and 1.2 cm in southern direction. Both benchmark points are located on the walls of the buildings east to the ski-lift house below the landslide.

Terrestrial laser scanning

The RiSCAN Pro terrain filter removed all non-surface points. The dense grass cover was problematic; however, both newly obtained scans as well as the scan from 2007 were performed outside the growing season (spring 2007; October and December 2014), so grass vegetation remained more or less the ground surface. By using the automatic plane patch filter in RiSCAN Pro, the first registration error was in the range of 20–30 mm. After manually defining 10 plane patches distributed across the point cloud additionally (mainly on artificial structures such as house walls or streets that are available at the lower margin of the landslide), the final standard deviation of error could be reduced to 10 mm. For further analyses, filtered point clouds were used for creating a DEM of difference (DoD).

In this study, the DoD between 2007 and December 2014 is presented. It revealed an elevation loss along the currently visible scarps up to 75 cm (Fig. 7). Accumulation was identified below the crescent course of the uppermost visible scarp and on the landslide surface that was subject to bulging of slope material. Accumulation was also determined along the toe area of the landslide (up to 85 cm). Nevertheless, these values need to be interpreted with caution, as some uncertainties remain due to possible differences in grass vegetation, registration errors and DEM surface interpolation. However, the overall pattern is in accordance with the findings of the geomorphological mapping that was done previously and the interpretation of historical photos.

Fig. 7
figure 7

DoD based on TLS point clouds obtained in 2007 and 2014 (DEM (Resolution 0.10 m): University of Vienna (2014))

Inclinometer measurements

Given the average inclination of the three inclinometers, which is below 5.5°, an overall measuring accuracy margin of 0.01 to 0.1 mm per measuring step was achieved. In accordance with this benchmark, an error margin of 0.26 to 2.6 mm was attained in INC1, 0.13 to 1.3 mm in INC2 and INC3, respectively (Bell and Thiebes 2010).


Manual inclinometer measurements of INC1 commenced in July 2014. The reading in September 2014 already showed 6-mm downslope displacement at 3-m depth. The reading in January 2015 revealed substantial deformation at 3-m depth. In the time period of July 2014–January 2015 (189 days), INC1 recorded a cumulative displacement of 38.8 mm in downslope direction (A-axis). The perpendicular movement component, which is measured along the B-axis, revealed little to no deformation (Fig. 8). The final reading reported here was carried out in February 2015 and confirmed this evaluation. An additional displacement of 0.6 mm lies within the error margin; hence, no change to the reading in January could be determined.

Fig. 8
figure 8

Results of inclinometer measurements (INC1–INC3) at the Salcher landslide for different time lapses between 2014 and 2015 (locations shown on Fig. 5)

The first zero readings of INC2 and INC3 were carried out in September 2014. The top of the flexible inclinometer casing was subject to minor pulling forces, which occurred when the probe was lifted to the top. The slight bending of the deformation curve in the uppermost meter was caused by this and should therefore be neglected.


In January 2015, measurement revealed substantial displacement at 3-m depth (Fig. 8). A maximum lateral displacement of 44.2 mm was detected at 2-m depth. Compared with the downslope component of the movement, negative B-values of approximately 2.6 mm indicate a minor trend towards the north.


Zero readings of INC3 were performed in September 2014. Similarly to INC2, slight bending of the top of the casing could be seen in the form of minor deflections in downslope direction. Hence, the uppermost measurement was neglected for interpretation. Manual inclinometer measurements in January 2015 revealed downslope displacements, which were confirmed in the February readings. A deformation of approximately 18.9 mm in positive A-direction and 4.3 mm in positive B-direction could be limited to the zone between 1- and 2-m depth.

Core sample analysis

Soil physical properties (particle size, water content, carbonate content, consistency state) of six drill cores were investigated, three of them are presented here. The location of the drill sites is indicated in Fig. 5.


For drill core B1, a total of 17 samples were extracted, based on transitions in colour and consistency state. According to the Austrian ÖNORM L1050, soil samples were classified as loam, loamy clay, silty loam, sandy loam and loamy silt (Fig. 9).

Fig. 9
figure 9

Drill core samples from drilling site B1 with the corresponding soil textures (according to ÖNORM L1050)

The clay fraction varied between 21.5 and 47.9%. Silt takes the largest share in the overall particle size distribution of B1. Whereas the highest values of 66.4% were found in the deepest samples between 4.6 and 5 m, the lowest values were found within the uppermost meter and range from 29.1% at 0.3-m depth to 34% between 0.7- and 1-m depth. Sand is present in smaller proportions, ranging from 3.6 to 17.4%. Soil skeleton portion varied between 35.8 and 0.2%, and was highest in the uppermost samples. Figure 10 summarises particle size, corresponding water content, penetration resistance and carbonate content, obtained from drill core B1, which can be assumed representative for all drilling sites. The water content varied strongly between the uppermost 1.5 m and the lowest samples. Highest values and very soft consistency were determined in the uppermost samples and reached 34.4%. The lowest values corresponded to the deepest samples and totalled 7.8%. Apart from elevated levels at approximately 3-m depth, a steady decline towards the bottom of the soil column can be observed. This is in agreement with the constantly increasing blow count of DPH3 at approximately 3-m depth.

Fig. 10
figure 10

Visualisation of particle size, water content, penetration resistance and carbonate content at corresponding depth in B1


As seen in B1, the soil samples in B2 were purely cohesive, highest in silt content and exhibited clay values reaching up to 43.6%. Lowest clay values of 14.1% were determined between 2.8 and 2.95 m. Within the next 5 cm, however, a sharp change to loam was determined (Fig. 11). The loamy sample is marked by its stiffness and greyish reduced colour.

Fig. 11
figure 11

Textural transition in 2.95-m depth in B2


Compared with the other drill cores, the water content of B4 was consistently high and exceeded 40% at 0.5 m, 2 m and 3.5 m. The overall cohesive soil samples therefore showed very soft and even slurry consistence. Between 3.45 and 4 m, as well as just below the surface, clay was generally lower compared with the other drill cores.

The synthesis of all drill core analyses is shown in the proposed underground model for the Salcher landslide in the discussion part (Fig. 12).

Fig. 12
figure 12

Proposed underground model of the Salcher landslide based on obtained sub-surface information (inclinometers, drill cores, penetration resistance)

Discussion and conclusions

Over the period of 7 years of total station monitoring, PF3 and PF4 represented by far the most active zones of the landslide. Current total station measurements of the benchmark piles confirm recent slope displacements similar to the most active period in 2009. Particularly PF4 showed surface deformation values of approximately 20 cm per year. However, the surveying interval of 2 years does not permit drawing conclusions on a steady movement rate. It is also possible that a sudden displacement of 40 cm occurred in the course of 2 years. Apart from this, the formation of new tension cracks occurred below the proposed landslide head and indicated the highest activity in this area as well. Based on the findings of the TLS change detection and GNSS measurements, the most active area of the landslide was allocated in the immediate vicinity of PF4. Substantial change in aforementioned areas can also be seen in a comparison of oblique imagery of the slope.

Surface morphological information, together with data from core analyses, penetration resistance and inclinometer measurements, was used to create an underground model of the landslide. The proposed model (Fig. 12) suggests that the landslide consists of several interconnected sliding bodies, altogether resembling the geometry of a larger rotational landslide. The area between the visible scarps and the bulged foot slope exhibits structural characteristics of a translational landslide. The deepest shear zone was determined at approximately 8–9 m below the surface of the slope concavity. The course of its upper end was drawn based on surface observation and an assumed gradient, which was derived from core analysis. The courses of the minor scarps were derived from local displacement measurements by inclinometers and the structural interpretation of drill core data. The remaining course of the shear zone was constructed based on the interpretation of the surface morphology and blow count values from dynamic probing. The depth of the shear zone in the lower part of the depletion and transport zone and the bulging zone of accumulation was derived from dynamic probing data and displacement measurements in INC3.

Inclinometer-derived movement data demonstrates ongoing movement over the course of the study starting in June 2014. Core drillings and inclinometers reveal information only at single point locations, limiting their informational value. However, for the time of inquiry, INC1 and INC2 underwent a downslope displacement of approximately 4 cm and 2 cm, respectively. It could further be concluded that movements in the zone of depletion and transport zone occurred within narrow bands of approximately 1-m thickness in a depth of 3 m in the case of INC1 and INC2, and at 2-m depth in INC3. This is interpreted as the existence of a traceable sliding plane over a longitudinal section.

For the drill cores B1, B2 and B4, a depth-related correlation to elevated clay content can be shown. Clay-rich soil materials usually undergo a reduction of shear strength over the course of shear processes and residual strength is usually lower due to decreased friction angles. With respect to the composition of the materials in the clay fraction, reference could be made to the findings from Jochum et al. (2008), whose investigations indicated a dominating presence of weakly crystallised kaolinite throughout depth. In conclusion, it can be stated that all of the sampled drill cores showed textural heterogeneity which is interpreted as signs of dynamic behaviour, which cannot be explained by soil diagenetic aspects alone. Movements are assumed to be triggered upon saturation of identifiable clay-rich layers, which were determined at 2-m depth in drill core B1, and at approximately 3-m depth in drill core B2 and B4. The findings in this study further revealed that the transient parameter water content could not be used to gain straightforward information on the landslide structure. This could be seen in layers, which were underlain by clay-rich aquiclude layers. The samples of these layers do not indicate accumulation trends of percolating water above impervious beds. Given the relatively high permeability of the lowest sections of drill core B3, elevated water contents were to be expected above the stiff to hard layer at 8.5-m depth. Despite the use of sealed plastic inliners, evaporation must be taken into account in the 2-month timespan between sampling and laboratory analysis of the drill cores. Core loss and resulting empty space in the inliners might have favoured the outgassing of the liquid phase even further. Due to the fact that little core loss was experienced in drill core B4 and that less time had elapsed between sampling and analysis, the water content in B4 could be used to demonstrate accumulation trends above the depth of 3 m. However, B4 was drilled without a casing, and its drilling was performed several weeks after the drilling of B1–B3. Hence, it cannot be ruled out that water from a perched water table may have biased the results in B4. Likewise, it has to be assumed that different local precipitation conditions and consequently varying soil water conditions were present prior to the sampling campaign of B4. Moreover, the overall high mixing of material classes, which could be observed in drill core B1, indicates high activity near the toe of the landslide. Several clay anomalies did indicate processes, which presumably have rearranged more advanced weathering products on less weathered products. However, no statements with respect to the origin of the clay particles can be made at the present point.

Another interesting finding was that the parameter penetration resistance could be used to delineate shear zones at the depth of confirmed movements. Together with drill core interpretation, the assumed shear plane from inclinometer measurements could also be traced from dynamic probing and core interpretation alone (Fig. 12).


The first months of ongoing fieldwork revealed first approximations of the internal structure and the dynamics of the Salcher landslide. However, conclusions towards future slope stability or even triggering conditions cannot be drawn yet. In addition, the discontinuous surface and subsurface measurement intervals of the installed devices aggravate any further predictions. Yet, the preliminary findings of this study highlight that a combination of a variety of different monitoring equipment lead to valuable insights of the dynamics and subsurface behaviour of an active landslide and its responses towards potential triggering events. This highlights the importance for long-term monitoring efforts for active and complex landslides in order to estimate or predict future slope stability variations.

An important issue not yet addressed in this study is the hydrology of the Salcher landslide. It is expected that a permanent ERT, which only recently has been installed along the entire length of the slope, will deliver interesting insights into the hydrologic response behaviour. Measurement interval for the ERT is currently at 3 h. Likewise, a recently installed weather station and implemented piezometers for measuring changes in ground water level are expected to enable investigations on the hydraulic response of the slope in near future. Additionally, TDR probes in different depths are installed for assessing in situ soil moisture content. In this preliminary study, the differences between the 2007 and December 2014 scans are determined only, and also only using a 2,5D DoD approach. In our current work, we are looking in much greater detail into the changes in the different periods. An innovative device that is currently being worked on is a permanent terrestrial laser scanning (pTLS) system (Canli et al. 2015). Most of the monitoring devices installed contain only point information, whereas TLS data enables spatially widespread information about surface changes over time. However, until now, the main constraint of TLS surveys is the temporal resolution. Data is being acquired only very sporadic due to labour costs and time requirements for field campaigns. With this newly developed system, high-resolution point cloud data is obtained once a day and processed in a fully automated way (from data transmission to vegetation filtering to change detection). Movement data is then correlated with a newly installed automatic inclinometer and rainfall data (both with 10-min measurement interval). For all automatic measurement devices, a reliable data infrastructure has been implemented by now. Permanent electricity and data transmission are available on the entire landslide area and data is transferred to a data server in Vienna in real-time; however, it has also been stored within a local server for backup. Ultimately, the data gained is used within further analyses including data correlation, threshold analysis and spatio-temporal slope stability analysis.