Geohazard Summary for Vienna

EUROPEAN COMMISSION

Research Executive Agency

Seventh Framework Programme

Cooperation: Space Call 3

FP7-SPACE-2010-1

Grant Agreement: 262371

Enabling Access to Geological Information in Support of GMES

Geohazard Summary for Vienna

[Version 2]

[30-04-2013]

Dissemination Level: Public

Author: Filippo Vecchiotti, Arben Kociu, GBA Date: 28/02/13

Checked by (WP Leader): [WP Leader Name, Organisation] Date:

Approved by (Coordinator): [Coordinator, Organisation] Date:

Date of Issue: [Date]

PanGeo DX.X.X: [Geohazard Summary for Vienna]

Dissemination Level: Public of 147

CHANGE RECORD

Version X.X of [Date] to Version X.X of [Date]

Section Page Detail of change



EXECUTIVE SUMMARY

This GeoHazard Description (GHD) document was prepared by the Austrian Geological Survey (GBA) and

acts as support for the PanGeo Ground Stability Layer (GSL) of Vienna (intermediate product), Austria.

The area covered by the GSL corresponds to the administrative area of Vienna (~415 km2).

The identification of geohazards was performed through combined interpretation of geological, land use

and other geospatial layers available at the GBA, together with satellite Persistent Scatterers (PS) ground

motion data for 1992-2010, derived by GAMMA by processing ERS-1/2 SAR and ENVISAT ASAR imagery

with the SPN software.

The PanGeo GSL identifies 32 geohazard polygons over Vienna, consisting of ~9 km2 of observed and ~16,45

km2 of potential geohazards.

Potential for natural ground movements are mainly made ground. Geohazards observed through the PS

data include both natural processes (collapsible and compressible ground) and anthropogenic instability

like shallow compaction, underground construction and made ground.



TABLE OF CONTENTS

Change Record

Executive Summary

1 Authorship and contact details ........................................................................................... 10

2 Introduction ........................................................................................................................ 10

2.1 GROUND STABILITY LAYER OVERVIEW ....................................................................... 14

2.2 INPUT DATASETS ............................................................................................................ 15

3 PGGH_VIENNA_001 ......................................................................................................... 19

3.1 General properties of the motion area ............................................................................... 19

3.2 Specific Geohazard Type .................................................................................................. 20

3.3 Type of motion ................................................................................................................... 20

3.4 The Determination method ................................................................................................ 20

3.5 Confidence in the interpretation ......................................................................................... 20

3.6 Geological interpretation of the motion .............................................................................. 21

3.7 Validation of the motion ..................................................................................................... 21

4 PGGH_VIENNA_002 ......................................................................................................... 22



4.3 Type of motion ................................................................................................................... 23





5 PGGH_VIENNA_003 ......................................................................................................... 27



5.3 Type of motion ................................................................................................................... 28





6 PGGH_VIENNA_004 ......................................................................................................... 30



6.3 Type of motion ................................................................................................................... 31





7 PGGH_Vienna_005 ........................................................................................................... 33





7.3 Type of motion ................................................................................................................... 34





8 PGGH_VIENNA_006 ......................................................................................................... 36



8.3 Type of motion ................................................................................................................... 37





9 PGGH_VIENNA_007 ......................................................................................................... 40



9.3 Type of motion ................................................................................................................... 41





10 PGGH_VIENNA_008 ......................................................................................................... 44

10.1 General properties of the motion area ............................................................................. 44

10.2 Specific Geohazard Type ................................................................................................ 45

10.3 Type of motion ................................................................................................................ 45

10.4 The Determination method.............................................................................................. 45

10.5 Confidence in the interpretation ...................................................................................... 45

10.6 Geological interpretation of the motion ............................................................................ 46

10.7 Validation of the motion .................................................................................................. 46

11 PGGH_VIENNA_009 ......................................................................................................... 47



11.3 Type of motion ................................................................................................................ 48





12 PGGH_VIENNA_010 ......................................................................................................... 50



12.3 Type of motion ................................................................................................................ 51





13 PGGH_VIENNA_011 ......................................................................................................... 54





13.3 Type of motion ................................................................................................................ 55





14 PGGH_Vienna_012 ........................................................................................................... 58



14.3 Type of motion ................................................................................................................ 59





15 PGGH_VIENNA_013 ......................................................................................................... 62



15.3 Type of motion ................................................................................................................ 63





16 PGGH_Vienna_014 ........................................................................................................... 66



16.3 Type of motion ................................................................................................................ 67





17 PGGH_VIENNA_015 ......................................................................................................... 70



17.3 Type of motion ................................................................................................................ 71





18 PGGH_VIENNA_016 ......................................................................................................... 74



18.3 Type of motion ................................................................................................................ 75







19 PGGH_VIENNA_017 ......................................................................................................... 77



19.3 Type of motion ................................................................................................................ 78





20 PGGH_VIENNA_018 ......................................................................................................... 83



20.3 Type of motion ................................................................................................................ 84





21 PGGH_VIENNA_019 ......................................................................................................... 87



21.3 Type of motion ................................................................................................................ 88





22 PGGH_Vienna_020 ........................................................................................................... 91



22.3 Type of motion ................................................................................................................ 92





23 PGGH_Vienna_021 ........................................................................................................... 94



23.3 Type of motion ................................................................................................................ 95





24 PGGH_Vienna_022 ........................................................................................................... 97



24.3 Type of motion ................................................................................................................ 98







25 PGGH_Vienna_023 ......................................................................................................... 104

25.1 General properties of the motion area ........................................................................... 104

25.2 Specific Geohazard Type .............................................................................................. 105

25.3 Type of motion .............................................................................................................. 105

25.4 The Determination method............................................................................................ 105

25.5 Confidence in the interpretation .................................................................................... 105

25.6 Geological interpretation of the motion .......................................................................... 106

25.7 Validation of the motion ................................................................................................ 106

26 PGGH_Vienna_024 ......................................................................................................... 107



26.3 Type of motion .............................................................................................................. 108





27 PGGH_Vienna_025 ......................................................................................................... 110



27.3 Type of motion .............................................................................................................. 111





28 PGGH_Vienna_026 ......................................................................................................... 113



28.3 Type of motion .............................................................................................................. 114





29 PGGH_Vienna_027 ......................................................................................................... 117



29.3 Type of motion .............................................................................................................. 118





30 PGGH_Vienna_028 ......................................................................................................... 120





30.3 Type of motion .............................................................................................................. 121





31 PGGH_Vienna_029 ......................................................................................................... 124



31.3 Type of motion .............................................................................................................. 125





32 PGGH_Vienna_030 ......................................................................................................... 128



32.3 Type of motion .............................................................................................................. 129





33 PGGH_Vienna_031 ......................................................................................................... 132



33.3 Type of motion .............................................................................................................. 133





34 PGGH_Vienna_032 ......................................................................................................... 136



34.3 Type of motion .............................................................................................................. 137





35 PanGeo Geohazards Glossary ........................................................................................ 139

APPENDICES ............................................................................................................................ 146



1 AUTHORSHIP AND CONTACT DETAILS

This GeoHazard Description (GHD) document was prepared by the Austrian Geological Survey (GBA), and

acts as support for the PanGeo Ground Stability Layer (GSL) of Vienna, Austria.

Names and contact details for the authors of the document are listed below:

Filippo Vecchiotti [email protected]

Arben Kociu [email protected]

2 INTRODUCTION

Vienna is the capital and the largest city of Austria, and one of the nine states of Austria. Vienna is Austria's

primary city, with a population of about 1.731 million (2.4 million within the metropolitan area more than

20% of Austria's population), and is by far the largest city in Austria, as well as its cultural, economic, and

political centre. It is the 9th-largest city by population in the European Union. Vienna is host to many major

international organizations, including the United Nations and OPEC. The city's roots lie in early Celtic and

Roman settlements that transformed into a Medieval and Baroque city, the capital of the Austro-Hungarian

Empire. Each year since 2005, Vienna has been the world's number one destination for international

congresses and conventions. Vienna attracts about five million tourists a year (Wikipedia).

The land cover map of the GMES Urban Atlas shows that a quarter of area is covered by forests with 147,78

Km2 (24,6 %of the total ) and a large part by agricultural and semi-natural areas with 96,21Km2 (16 % of the

total). Other roads and associated land cover about the 15% of the total area with 88,74 Km2, industrial,

commercial and public covers about 9% and the overall urban fabric accounts for 18,7% with 112,14 Km2.

The city of Vienna laid into a large intra-Alpine Parathethys basin, a very well-studied morpho-tectonic structure for hydrocarbon explorations.

The Vienna basin, (about 200 km long and 55 km wide) extended from SSW in Lower Austria to NNE in

Czech Republic, is surrounded by four mountain ranges which are part of Alpine-Carpathian Orogenic belt.

It can be described as a rhombic Neogene pull apart basin with a basement composed by the Alpine-

Carpathian Nappes (figure 1).

More in detail geographically the Vienna basin is subdivided in 3 parts:

The Northern part on the north of Danube;

The central part between the Kuty graben and the Schwechat depression (interesting the city of

Vienna);

The southern part comprises between the Schwechat depression, the Wiener-Neustadt basin and

the Mitterndorfer depression.

mailto:[email protected]

mailto:[email protected]



The geological evolution of the Vienna basin can be synthesized in 4 major events (K. Decker, H. Peresson,

1998):

1. Piggyback basin formation in lower Miocene (Eggenburgian - Carpathian);

2. Pull-apart basin formation in middle to upper Miocene (Carpathian - Badenian – Sarmatian);

3. E-W compression and basin inversion (Pannonian- Pliocene);

4. E-W extension (Pleistocene, recent?);

The proto Vienna Basin started during the Eggenburgian as an E-W trending piggyback basin on top of the

Alpine thrust belt and this phase lasted until the Early Carpathian.

On the second stage (Late Carpathian) there was a change in tectonic regime and a mechanism of lateral

extrusion of the West Carpathian lithospheric fragment from the Alpine realm took place leading to a

rhombic pull-apart geometry of the basin. At this stage NE-SW oriented deep sinistral strike-slips faults

have been activated at the eastern margin along the Leitha Fault System, together with N-S oriented

normal faults. Similar tectonic was activated in Early Badenian along the western margin of the basin with

the Steinberg fault system for example (figure 1 indicated with the number 2).

In Pannonian times a first phases of subsidence connected to NE-SW compression in the central part of the

basin was substituted by a more rapid tectonic subsidence related to ENE-WSW sinistral strike-slips and an

E-W compression field leaded to a basin inversion (W. Piller, 1999).

Nowadays fault-controlled subsidence, accompanied by recent seismic activity, in grabens manifests a

sinistral transtensional regime which is well documented on the eastern margin of the basin by seismic

studies (R. Hinsch et al., 2006) due to the presence of negative flower structures (P., Strauss et al., 2006).

Many works aimed at mapping the active fault segments in the Vienna Basin using subcrop data, thickness

maps of Quaternary deposits, seismological data, and geomorphological features seen in the digital

elevation model show that virtually all active faults are reactivated Miocene structures. In the southern

part of the basin active faulting defines a small-scale pull-apart structure with an actively subsiding

Quaternary basin, which is filled with up to 140 m fluvial gravel, sand and paleosoils (K. Decker, H.

Peresson, 1998).



Figure 1: structural map fo the Vienna Basin (from R. Hinsch et al., 2005)

The main bedrock lithology for the city of Vienna is represented by:

• Recent alluvial sediments, flood plain loam, loess and loamy loess

• Pleistocene terraces gravels deposits (Prater, Liesing, Arsenal, Wienerberg and Laarberg)

• Miocene silt – clay (Pannonian) with sand intercalation

• Flysch series;

• North Calcareous Alps series (Dolomite, sandstone, limestone and marl stone)



Figure 2: The geology of Vienna.

In Unterlaa the Leopoldsdorfer system of faults, coming from the southern Vienna Basin, strokes the entire

city of Vienna. This NNO-SSW tectonic structure seems to be connected with the origin of the Vienna Basin.

The alpine basement is shifted along the fault planes with, several kilometres displacement, towards the

internal basin. This fault system could be verified near the surface by the boreholes analyses as well as by

geoelectric measurements (S. Grupe and T. Payer, 2010).

The area around the Leopoldsdorfer fault manifested itself as a morphological depression on the Miocene

surface filled up with quaternary denudation material. This is evidence to recent active tectonic. A second

indication is given along a hydrogeological cross section parallel to the Liesing stream where becomes

evident that with the onset of the fault system the recent Liesingbach gravel are lowered (figure 12).



2.1 GROUND STABILITY LAYER OVERVIEW

The PanGeo GSL identified 32 geohazard polygons over the city of Vienna, 1 of which corresponds to

potential geohazards, and the remaining to areas of observed geohazards (Figure 3).

Figure 3: Ground Stability Layer of Vienna: geohazards classified by Hazard Category.

The most widespread phenomenon recognised to lead to a potential risk is made ground consolidation

which cover an area of 16,45 km2

The PSI observed geohazards cover an area of 7,36 km2 and among them there are natural process, deep

ground motion connected to the Vienna basin tectonic activity, and ground water level fluctuations.

Furthermore anthropogenic ground instability due to made ground consolidation, underground work and

mining were also observed. There was only one landslide observed on the area investigated but in order to

map generic mass movements (accounting for 1,77 km2) the main reference taken was the landslide

catalogue present on the Geo-Modul (T., Hofmann et al., 2003).



2.2 INPUT DATASETS

During the interpretation of Vienna we made use of a series of geologic datasets composed primarily by the

applied geology map for the city of Vienna coming from the project Geo-Modul (scale 1:30.000). For the

information concerning mass movements the data used for the interpretation of ground instabilities were

coming from the Geo-Modul landslide catalogue for the city of Vienna based on publish and unpublished

material of J. Stiny. Hydrological data are taken from the web site http://ehyd.gv.at/.

Geo-technical data were made available from the Vienna City Administration, Municipal Department 29,

Bridge Construction and Foundation Engineering (MA29) in pdf as boreholes profiles and for the Danube

area boreholes geotechnical laboratory analysis were taken from the Hydro-Modul project (S. Pfleiderer

and T., Hofmann, 2004)

.

Class of data

Description Type of data Scale-

resolution Property Availability

Geology applied geology map for the

city of Vienna vector, points, lines,

polygons 1:30.000 GBA restricted

Geology Neogene sediment map vector, polygons 1:90.000 GBA restricted

Geology Structural geological map

for the city of Vienna vector, lines 1:30.000 GBA restricted

Hydrogeology Hydrological model for

Florisdorf and Leopoldstadt vector, lines and

raster 1:30.000 GBA restricted

Hydrology Piezometers measurements vector, points, N/A eHYD public

Weather precipitation data vector, points, N/A eHYD public

Mass movements

Landslide catalogue for the city of Vienna

vector, lines, polygons

1:30.000 GBA restricted

Geo-technics Borehole profiles vector, points and

pdf N/A MA29 commercial

Geo-technics Boreholes laboratory

analysis vector, points and

dbf N/A MA29 commercial

Topography The aerial laser scan DTM of

the city of Vienna raster 1m pixel resolution MA41 commercial

Topography The aerial laser scan DEM of

the city of Vienna raster

0,5 m pixel resolution

MA41 commercial

Topography DTM 30m ASTER raster 30m pixel resolution

ASTER public

Topography BEV topographic map

Salzburg federal estate raster

1:50.000, 3m pixel resoultion

BEV restricted

Topography Roads OpenStreetMap Vector, lines N/A Openstreet MAP public

Topography GMES Urban ATLAS vector, poligons 25m pixel resolution

GMES public

Remote sensing Ortho-photo Vienna (2012) raster 0,15 m pixel resolution

MA41 commercial

Table 1: class and type of data overview used for the PanGeo project.



The Vienna City Administration, Municipal Department 41, Urban Surveyors (MA41) made available for the

PanGeo the most recent high resolution orthophoto and the LiDAR DTM for the city of Vienna. Finally in

order to geo-locate in the field areas of instability topographic maps from BEV (Bundesamt für Eich und

Vermessungswesen) and Open Street Map project were used.

For the Vienna areas two series of PSI data were used:

1. A first selection of 22 ERS images, covering an area of interest of 3050 km2, with date range of

analysis between 09/04/1995 and 17/07/2000 (figure 4);

2. A second selection of 24 ENVISAT SAR images, covering an area of interest of 3050 km2 , with date

range of analysis between 04/11/2002 and 09/08/2010 (figure 5);

Figure 4: ERS PS average annual velocity map (mm/yr)



Figure 5: ENVISAT PS average annual velocity map (mm/yr)



On the old dataset (figure 4) around 299.000 points were measured (table 2) and the quality of the results

is very high due to the excellent set of images utilised and the dense temporal distribution (ref. Wien ERS

PSI processing report).

Total number of PS 299.069

PS density 98 ps/km²

PS motion statistics (mm/year classes) Count Percentage (%)

Max to -7.5 20 0,007

-7.5 to -5 78 0,026

-5 to -3.5 270 0,09

-3.5 to +2.4 876 0,293

-2.4 to +2.4 295690 98,87

+2.4 to +3.5 1378 0,461

+3.5 to +5 511 0,171

Max to +5 246 0,082

Table 2: Key motion statistics for ERS.

On the most recent dataset (figure 5) around 613.480 points were measured (table 3) the quality of the

results is very high due to the excellent set of images utilised and the dense temporal distribution (ref Wien

ENVISAT PSI processing report).

Total number of PS 613.480

PS density 201 ps/km²

PS motion statistics (mm/year classes) Count Percentage (%)

Max to -7.5 72 0,012

-7.5 to -5 197 0,032

-5 to -3.5 764 0,125

-3.5 to +2.4 2631 0,429

-2.4 to +2.4 609584 99,365

+2.4 to +3.5 198 0,032

Max to +3.5 34 0,006

Table 3: Key motion statistics for ENVISAT

The decision to consider as a stable areas those having PSI ranging between -2.4 mmy-1 and +2.4 mmy-1is

due to the results of the BEV levelling campaigns undertaken between 1968 and 1990 showing for the

studied area an average difference in height varying between -0,9 and -1 mmy-1 (Höggerl, N., 2001).



3 PGGH_VIENNA_001

3.1 GENERAL PROPERTIES OF THE MOTION AREA

The polygons are located in Donaustradt district, the eastern part of Vienna

The polygon covers an area of 0,002 km2.

The bedrock geology is characterised by loam “Aulehm” and zone of recent meander of the river Danube

(figure 6).

Figure 6: geological map (1:30.000 Vienna) for the city of Vienna showing, highlighted in blue, the mapped

geohazard of tectonic movement PGGH_VIENNA_001.

As can be seen on figure 7 the phenomenon interests mainly by Sports and leisure facilities and Continuous

Urban Fabric.



Figure 7: GMES urban atlas for city of Vienna showing, highlighted in blue, the mapped geohazard of

tectonic movement.

3.2 SPECIFIC GEOHAZARD TYPE

1_2TectonicMovement

3.3 TYPE OF MOTION

Subsidence

3.4 THE DETERMINATION METHOD

1_Observed in PSI data

3.5 CONFIDENCE IN THE INTERPRETATION

High



3.6 GEOLOGICAL INTERPRETATION OF THE MOTION

The observed PSI area are connected to the reactivation of the tectonic normal fault associated to the

Leopoldsdorfer fault system which is dissecting the Pannonian, Sarmatian and Badenian deposits in en-

echelon (figure 14).

3.7 VALIDATION OF THE MOTION

The study of the WGM shows evidence of activity on the southern part of Wien and the northerward

extension of the fault system is well recognised in literature (source from GEO-Modul).



4 PGGH_VIENNA_002


The polygons, located at the center of the study area and interesting the district of Semmering and

Leopoldstadt, cover an area of 0,0483 km2.

The bedrock geology is characterised mainly by zone of recent meander and loess deposits (figure 8).



The affected geohazard areas belong to a mixed land-use categories including industrial and commercial

and railways infrastructures (figure 9).

Fig. 10




tectonic movement PGGH_VIENNA_002.


1_2TectonicMovement

4.3 TYPE OF MOTION

Subsidence


1. Observed in PSI data


High




The unstable areas indicated by the PSI data are due to tectonic tilting associated to the Leopoldsdorfer

fault system where a series of normal faults verging south –east dissect in en-echelon the Pannonian,

Sarmatian and Badenian deposits (figure 14). The velocity of the motion shown from PSI indicates an

average value of -2,65 mm/y.

Figure 10: highlighted area of tectonic movement in Simmering, city of Vienna.

15393028

15393035




The validation of the motion in Simmering (figure 10) was made through the observation of three

boreholes profiles adjacent to the fault position.

In figure 11a the loessy silt superficial deposit reaches a depth of 5.10 m when on the adjacent borehole n.

15393035 (figure 11b) the thickness of the same layer is of 6.10 m. This is an evidence of the neotectonic

activity along this normal fault connected to the presence of the Leopoldsdorfer system. In fact on figure

11b the superficial lithology is being tilted 1 meter in vertical.

Figure 11a: borehole profile n. 15393028 showing the depth of the loess on the footwall of the normal

fault belonging to the Leopoldsdorfer system.



Figure 11b: borehole profile n. 15393035 showing the depth of the loess on the hangingwall of the normal

fault belonging to the Leopoldsdorfer system.



5 PGGH_VIENNA_003


The polygons located at the south east of the study area and interesting the district of Semmering and

Favoriten, cover an area of 0,019 km2.

The lithology highlighted as bearing potential geohazard is loess and gravels of Arsenal terrace (figure 12).



The land cover classes interested by the presence of tectonic motion are a mix of land-use categories

including industrial, commercial and railways infrastructures (figure 13).






1_2TectonicMovement

5.3 TYPE OF MOTION

Subsidence


1.Observed in PSI data


High






Sarmatian and Badenian deposits (figure 14). The velocity of the motion shown from PSI indicates an

average value of -4 mm/y.


The validation of the motion is possible due to the recent study of the Vienna Water Management,

Hydrology Research Group (WGM) in cooperation with the MA 41. They gathered together information

coming from OMV seismic lines, TU Wien geo-electrics profiles, and boreholes profiles data.

In figure 14 it´s published the 3D model of the Leopoldsdorfer fault system which buried westward on en -

echelon the Pannonian, Sarmatian, and Badenian deposits over the North Calcareous Alps series.

Figure 14: 3D representation of the Leopoldsdorfer fault system in the southernmost part of the city of

Vienna.



6 PGGH_VIENNA_004


The polygons, located at the north-eastern part of the study area and interesting the district of Floridsdorf,

cover an area of 0,0177 km2.

The bedrock geology is characterised by zone of recent meander and loam Aulehm (figure 15).



The land cover classes interested by the presence of lake clay are mainly discontinuous dense urban fabric

and industrial (figure 16).




tectonic movement PGGH_VIENNA_004


1_2TectonicMovement

6.3 TYPE OF MOTION

Subsidence




High






Sarmatian and Badenian deposits (figure 14). The velocity of the motion shown from PSI indicates average

values of -3 mm/y.


The study of the WGM shows evidence of activity only on the southern part of Wien, but the northward

extension of the fault system is well recognised in literature (source from GEO-Modul).



7 PGGH_VIENNA_005


The polygons are located in Favoriten and Florisdorf, districts of Vienna,


The bed rock geology is mainly characterised in Favoriten by river and stream deposits whereas in Florisdorf

by Danube zone of recent meander (figure 17).



The phenomenon affects an area of Discontinuous Dense Urban Fabric and green urban area (figure 21).






1_2TectonicMovement

7.3 TYPE OF MOTION

Subsidence




High





fault system where a series of normal faults verging south –east dissect in an echelon fashion the

Pannonian, Sarmatian and Badenian deposits (figure 14).


The study of the WGM shows evidence of activity only on the southern part of Wien, but the northerward

extension of the fault system is well recognised in literature (source from GEO-Modul) .



8 PGGH_VIENNA_006


The polygons are located in three different districts of the city of Vienna in Penzing, Meidling and

Simmering.


The geologic formations are characterised in Penzing by sandstoines and marl belonging to the Flysch

formation, in Meilding the tectonict fault interstest instead Neogene silt sediments and in Simmering by

zone of recent meander of the Danube (figure 19).



The phenomenon affects an area of discontinuous Dense Urban Fabric in Penzing and Meidling, whereas in

Simmering an industrial area (figure 20).




tectonic movement PGGH_VIENNA_006


1_2TectonicMovement

8.3 TYPE OF MOTION

Subsidence




High




The observed PSI area is connected to the reactivation of normal fault located in an area of neo-tectonic

activity.


The 17h of June an earthquake in of magnitude 4 with epicentre in Obergrafendorf (Niederösterreich) was

detected by the ZAMG seismometers network (figure 21).

Figure 21: extract from the ZAMG earthquake report 2005 with the mentioned earthquake highlighted with

a white circle (http://www.zamg.ac.at/geophysik/Reports/Jahrbuch/JAHRBUCH_2005-deutsch.pdf ).



The 15th of November 2007 an earthquake of magnitude 3,5 with epicentre in Heiligenkreuz

(Niederösterreich) was detected by the ZAMG seismometers network (figure 22) which was heard in

Mödling.

Figure 22: extract from the ZAMG earthquake report 2007 with the mentioned earthquake highlighted with

a white circle (http://www.zamg.ac.at/geophysik/Reports/Jahrbuch/JAHRBUCH_2007-deutsch.pdf ).

.



9 PGGH_VIENNA_007


The polygon is located in Bezirk Donaustadt of the city of Vienna.


The phenomenon is located in correspondence of the “Aulehm” loam deposits (figure 23).



The phenomenon affects an area of mixed land use: Albern port area and wetland (Lobau Natural Park in

the Danube) (figure 24).



Figure 24: GMES urban atlas for city of Vienna showing, highlighted in blue, the mapped tectonic movement

PGGH_VIENNA_007.


1_2TectonicMovement

9.3 TYPE OF MOTION

Subsidence




High




A recent study (S. Grupe and T. Payer,2011) published by WGM in cooperation with MA 29 shows that in

the spotted area the presence of the so called "Schwechat Deep", a still active Miocene deep geological

subsidence area, is leading to a sub-surface subsidence in the "Central Lobau fuel deposit and Albern

harbour" (figure 25). The velocity of the motion shown from PSI indicates an average value of -3,2 mm/y.

Figure 25: Central Lobau fuel deposit and Albern harbour in an ortho-photo from 2012.




A proof of evidence is the significantly increase of sediment thickness (Aulehm loam in orange and Danube

gravel in yellow) in the highlighted area in comparison with the surrounding zones (figure 26).

Figure 26: The active Miocene "Schwechat Deep".



10 PGGH_VIENNA_008


The polygon is very widespread all over Vienna city but mostly is present in Wienerwald.


The phenomena are located mainly in correspondence of marl and sandstone of the Flysch formation

(figure 27).


landsides PGGH_VIENNA_008.

The phenomenon affects mainly forest and agricultural land use area with few exceptions (figure 28).



Figure 28: GMES urban atlas for city of Vienna showing, highlighted in blue, the mapped landslides

PGGH_VIENNA_008


2_1Landslide

10.3 TYPE OF MOTION

Downslope


3.ObservedGeologyFieldCampaigns


External




This collection of landslides, drawn originally on topographic map in scale 1: 10,000, is coming from various

published and unpublished documents (J. Stiny, 1945) and the Geo-Modul project (T. Hofmann, S.

Pfleiderer, F. Stürmer, 2003).


The validation was not carried out.



11 PGGH_VIENNA_009


The polygon is located in the Penzing district of the city of Vienna.


The geologic formations are characterised by marl and sandstone of the Flysch formation (figure 29).


landslide PGGH_VIENNA_009.

The phenomenon affects a woodland area (figure 30).



Figure 30: GMES urban atlas for city of Vienna showing, highlighted in blue, the mapped landslides

PGGH_VIENNA_009.


2_1Landslide

11.3 TYPE OF MOTION

Downslope




High




The PSI individuated a movement of -9,2 mm/year on a vegetated area of the Wienerwald . The landslide

mapped can be catalogued as deep seated landslide and confirmed the” Zementmergelserie” being a

formation very prone to mass movement due to the turbiditic origin.


On a day survey on the location we took the proof of evidence of the detected mass movement on the

field, directly on the ditch of the minor stream, where in figure 31 the activity of the deep seated

phenomenon leaded on the hydrographical left flank of the stream to the fall of an old tree (figure 31).

Figure 31: signs of deep seated landslide activity (tree eradication).



12 PGGH_VIENNA_010


The polygons are located in the following districts of the city of Vienna: Floridsdorf, Donaustadt, Meidling

and Rudolfsheim –Fünfhäus.

The polygon covers an area of 0,356 km2 and the instability interests a period of 5 years (1995-2000).

The bedrock geology is characterised by Aulehm and zone of recent meander in the Danube area whereas

Loess, in Loess in the area of the Wien river (figure 32).


phenomena of collapsible ground PGGH_VIENNA_010.

The phenomenon affects Continuous and Discontinuous Urban Fabric, Railways and associated land and

Industrial land (figure 33).

Figure 34



Figure 33: GMES urban atlas for city of Vienna showing, highlighted in blue, the mapped phenomena of

collapsible ground PGGH_VIENNA_010.


2_4CollapsibleGround

12.3 TYPE OF MOTION

Subsidence




High




Loamy loess, a weathered product of rearranged loess, together with Aulehm (loam) and some abandoned

meander sediments (which can contain unconsolidated silt and clay) have similar physical properties such

as loess and are considered structural collapsible. The velocity of the motion shown from PSI indicates an

average value of -3,8 mm/y and maximum value -6,00 mm/y..


The validation of the motion was taken directly on the field on Meidling district.

On the enlargement on figure 34 it can be seen the mapped collapsible ground in loamy loess.

Figure 34: enlargement of figure 32 where is indicated, with a red arrow, the location sited in Anton-Scharff

Gasse where the photos were taken.

A damaged building located in Anton-Scharff-Gasse is shown on figure 35.



Figure 35: building located in Anton-Scharff-Gasse where is clearly evident a fracture running on the fourth

and fifth floor.



13 PGGH_VIENNA_011


The polygons are located in the following districts of the city of Vienna: Florisdorf, Favoriten and Liesing


The bedrock geology is characterised by Aulehm and zone of recent meander in the Danube area whereas

Loess, in Loess in the area of the Wien river (figure 36).



.

The phenomenon affects Discontinuous Medium Density and Discontinuous Urban Fabric, Railways and

Industrial land (figure 37).

Figure

38







13.3 TYPE OF MOTION

Subsidence


1._Observed in PSI data


High




Loamy loess, a weathered product of rearranged loess, together with Aulehm and some abandoned


as loess and are considered structural collapsible.


In Favoriten the assessment of collapsible ground was made by using the boreholes provided by the MA 29.

In figure 38 it can be found buried superficial loamy loess deposits which cause a local subsidence of -8,7

mm/y.

Figure 38: enlargement of figure 36 where is indicated, with two red arrows, the location of the boreholes

used for the assessment of collapsible ground affecting the railway infrastructure.

The two borehole profiles show the same sub-superficial lithology characterised by loamy loess (figure 39

and 40).

23785001

23784002



Figure 39: borehole profile n. 23784002




14 PGGH_VIENNA_012


The polygons are located in the following districts of the city of Vienna: Florisdorf, and Döbling

The polygon covers an area of 0,022859 km2and the instability interests a period of 15 years (1995-2010).

The bedrock geology is characterised by zone of recent meander in the Danube area whereas in Döbling by

sandstones and marlstones of Renodanubian Flysch (figure 41).



The phenomenon affects Discontinuous Medium Density and Discontinuous DenseUrban Fabric and

commercial (figure 42).

Figure 43







14.3 TYPE OF MOTION

Subsidence




High




Loamy loess, a weathered product of rearranged loess, together with Aulehm and some abandoned


as loess and are considered structural collapsible.


In Döbling the assessment of collapsible ground was made by using a borehole provided by the MA 29 (in

figure 43) where superficial loamy loess deposits, causing a local subsidence of -2,7 mm/y, can be found

buried.

Figure 43: enlargement of figure 41 where with the red arrow is indicated the location of the borehole used

for the assessment of collapsible ground.

The location where the collapsible ground was mapped corresponds to an area where in the past the

Knotterbach stream (blue line) was flowing as can clearly be seen on figure 44, and the first 3,5 m of

sediments are characterised by loamy silt very similar to the loamy loess.



15 PGGH_VIENNA_013


The polygons are located in the following districts of the city of Vienna: Floridsdorf, and Leopoldstadt


The bedrock lithology is characterised by Danube zone of recent meander (figure 45).


phenomena of compressible ground PGGH_VIENNA_013.

The phenomenon affects Discontinuous Dense Urban Fabric, commercial and sport facilities (figure 46).

Figure 47




compressible ground PGGH_VIENNA_013.


3_1CompressibleGround

15.3 TYPE OF MOTION

Subsidence




High




Superficial and buried silt with inorganic clays content of medium to high plasticity are sedimentary

deposits very susceptible to compaction. In fact the superposition of several layers or the application of a

load (e.g. building settlement) can cause a reduction in the porosity, density and an increase in the dry

density by squeezing the water out of the pores. The velocity of the motion shown from PSI indicates an

average value of -3 mm/y.


In figure 47 the most extensive (with -7,25 and -6 mm/y of subsidence) area of compressible ground was

validated in two ways:

1. By plotting plasticity index versus liquid limit in the Casagrande diagram (figure 48);

2. With further geotechnical laboratory measurements of wet and dry density show for these two

properties very high values in comparison to the median reference samples (table 4) this tendency

indicates that the clay is undertaking compaction with a reduction in pore volume and pore water.

Figure 47: enlargement of figure 45; with orange and green squares are indicated the boreholes where

geotechnical soil properties were analysed.



Table 4: represents the median values of the analytical results for the main geological layer - in bracket are

indicated values very close to the median (from S. Pfleiderer and T., Hofmann, 2004).

The values for 5 samples of silt in quaternary gravel (corresponding to the blue square in figure 30) indicate

very high wet density (ranging between 2,22 - 2,04) and dry density (ranging between 2,31 - 2,08) in

comparison to the median values shown in table 5 even though those soil were taken at a very sub-

superficial depth (-1 / -4 m b.g.l.). Furthermore the Casagrande diagram highlighted the difference between

those neogene silt with a partial organic content and the normal inorganic clays of medium plasticity (see

table 5 as a reference) those characteristics coupled to the density obtained for quaternary silt could cause

differential compaction.

Figure 48: Casagrande diagram for the two samples of neogene silt (at 2,3 and 1,6 m depth) shown on the

figure 47.

Geology

Parameters Aulehm

Quaternary gravel sand

Silt in quaternary gravel sand

Neogene sand

Neogene silt

Density [g/cm³] 2,75 2,69 2,75 2,72 2,76

Dry density [g/cm³] 1,58 1,6 1,6 1,63

Wet density [g/cm³] 1,92 1,86 2,01 2,02

Water content [%] 21,4 (14,8) 24,1 23,8

Porosity 0,43 0,41

Clay content [%] (5) (4) (10)

Liquid limit [%] (29) (27) 40

Plasticity index [%] (9) (20)



16 PGGH_VIENNA_014


The polygons are located in the following districts of the city of Vienna: Florisdorf, Leopoldstadt, Meilding

and Hietzing. The polygon covers an area of 0,674 km2 and the instability interests a period of 8 years

(2002-2010).

The bedrock geology is characterised by zone of recent meander and loam Aulehm in Florisdorf and

Leopoldstadt, whereas in Meilding and Hietzing by Neogene silt mixed to clay (figure 49).


phenomena of compressible ground PGGH_VIENNA_014.

The phenomenon affects Continuous Urban Fabric, Discontinuous Dense, Discontinuous Medium and Low

Density Urban Fabric and Industrial, commercial, public, military and private units (figure 50).

Figure 51




compressible ground PGGH_VIENNA_014.


3_1CompressibleGround

16.3 TYPE OF MOTION

Subsidence




High




Superficial and buried silt with inorganic clays content of medium to high plasticity are sedimentary

deposits very susceptible to compaction. Normally the superposition of several layers or the application of

a load can cause a reduction in the porosity, density and an increase in the dry density by squeezing the

water out of the pores. The velocity of the motion shown from PSI indicates an average value of -3 mm/y

and maximum value of -5,29 mm/y.


In figure 53 a polygon mapped as compressible ground was validated in two ways:

1. By plotting plasticity index versus liquid limit in the Casagrande diagram (figure 52) where it´s

clearly visible the common behaviour of the clay present on the neogene silt in subsurface;

2. Further geotechnical laboratory measurements of wet and dry density show for these two

properties very high values in comparison to the median reference samples, this tendency indicates

that the clay is undertaking compaction with a reduction in pore volume and pore water.

Figure 51: enlargement of figure 49; with grey and green hexagons squares are indicated the boreholes

where geotechnical soil properties were analysed.



Table 5: represents the median values of the analytical results for the main geological layer - in bracket are

indicated values very close to the median (from S. Pfleiderer and T., Hofmann, 2004).

The values for 2 samples of Neogene silt (corresponding to the green hexagons in figure 51) indicate very

high wet density (ranging between 2,12 and 2,11) and dry density (ranging between 1,74 and 1,76) in

comparison to the median values showed in table 5.

Figure 52: Casagrande diagram for the two samples of neogene silt (in green at -10 and -13 m depth) and 1

of Aulehm (in grey at -2,9 m b.g.l.) shown on the figure 51.

Geology

Parameters Aulehm

Quaternary gravel sand

Silt in quaternary gravel sand

Neogene sand

Neogene silt

Density [g/cm³] 2,75 2,69 2,75 2,72 2,76

Dry density [g/cm³] 1,58 1,6 1,6 1,63

Wet density [g/cm³] 1,92 1,86 2,01 2,02

Water content [%] 21,4 (14,8) 24,1 23,8

Porosity 0,43 0,41

Clay content [%] (5) (4) (10)

Liquid limit [%] (29) (27) 40

Plasticity index [%] (9) (20)



17 PGGH_VIENNA_015


The polygons are located in the following districts of the city of Vienna: Hernals and Hietzing.


The bedrock geology is characterised by Neogene silt mixed to clay (figure 53).


phenomena of shrink swell clay PGGH_VIENNA_015.

The phenomenon affects Discontinuous Low, medium Density and Dense Density Urban Fabric (figure 54).

Figure 55




shrink swell clay PGGH_VIENNA_015.


3_2ShrinkSwellClays

17.3 TYPE OF MOTION

Subsidence




High




The reason of the presence of this phenomenon is related to the behaviour of the clay sediment that

undergoes a process of shrink in summer and swelling in winter. This rapid change in pore volume can

cause subsidence. The velocity of the motion shown from PSI indicates an average value of -3,9 mm/y and

maximum value of -6,37 mm/y.


The phenomenon could be evaluated by using the boreholes provided by MA 29. By comparing the two

profiles (figure 56 and figure 57) in fact it can clearly be seen the 4-6 m thick sequence of clay at – 8m b.g.l..

Figure 55: enlargement of figure 53 where highlighted in blue is shown the polygon interested by shrink

swell clay; with the two red arrows are indicated the two boreholes profiles (figure 56 and 57).

Borehole

16120001

Borehole

26486001



Figure 56: borehole profile n. 26486001.




18 PGGH_VIENNA_016


The polygons are located in the district of Leopoldstadt.


The bedrock geology is characterised by alluvium in zone of recent meanders (figure 58).


phenomena of shrink swell clay PGGH_VIENNA_016.

The phenomenon affects green urban areas and leisure and sport facilities (figure 59).




shrink swell clay PGGH_VIENNA_016.


3_2ShrinkSwellClays

18.3 TYPE OF MOTION

Subsidence




High

Borehole

14044001




The reason of the presence of this phenomenon is related to the behaviour of the clay sediment that

undergoes a process of shrink in summer and swelling in winter. This rapid change in pore volume can

cause subsidence. The velocity of the motion shown from PSI indicates an average value of -3,5 mm/y.


The phenomenon could be evaluated by using a set of boreholes provided by MA 29. In fact in figure 60 at a

depth of - 12,5 b.g.l. a sequence of 1,5 m of clay could be found.




19 PGGH_VIENNA_017


The polygons are located in in the following districts of the city of Vienna: Döbling, Penzing, Hietzing,

Meidling, Liesing and Favoriten.

The polygon covers an area of 0,2034 km2 and the instability interest a period of 8 years (2002-2010).

The bedrock geology is characterised mainly by river alluvium and Neogene silt and up to some extent by

Loess loamy loess and Laarberg terraces (figure 61).


phenomena of shallow compaction PGGH_VIENNA_017.

The phenomenon affects Discontinuous Dense, Medium, and Low Urban Fabric, some Sports and leisure

facilities and in one case railways infrastructures (figure 62).

Figure 63




shallow compaction PGGH_VIENNA_017.


4_1GWMShallowCompaction

19.3 TYPE OF MOTION

Subsidence




Medium




The deposits rich in humus are very susceptible to pore pressure reduction due to water management

practices; in this case the proximity of ancient tributary streams and channels could prove the ground

water abstraction causing soil compaction. The velocity of the motion shown from PSI indicates an average

value of -3,4 mm/y and maximum value of -9,4 mm/y.

Figure 63: enlargement of figure 61 where highlighted in blue is shown the polygon interested by shallow

compaction; with the red arrows are indicated the four boreholes profiles (figures 64, 65, 66 and 67).


The phenomenon could be evaluated more in detail in two polygons shown in figure 63 using the boreholes

provided by MA 29. By comparing three profiles (figure 64, 65 and 66) for the big polygon highlighted and a

single profile (figure 67) for the smaller one, a level of around 1 m of humus can be recognised in all the

boreholes. The location where the shallow compaction was mapped corresponds to an area where in the

Nineteen Century, prior of the canalisation the tributary streams of the Liesingbach river were flowing as

can clearly be seen (blue line) on figure 63.

Borehole

15012001

Borehole

14151005

Borehole

1708002 Borehole

16927005



20 PGGH_VIENNA_018


The polygons are located in the following districts of the city of Vienna:


The bedrock geology is characterised by loam Aulehm, river alluvium and loess (figure 68).



The phenomenon affects Discontinuous Dense Urban Fabric (figure 69).

Figure 70







20.3 TYPE OF MOTION

Subsidence




Medium




The deposits rich in humus are very susceptible to pore pressure reduction due to water management

practices, in this case the proximity of ancient tributary streams and channels could prove the ground

water abstraction causing soil compaction. The velocity of the motion shown from PSI indicates an average

value of -3,53 mm/y and a maximum value of -4,14 mm/y

Figure 70: enlargement of figure 68 where highlighted in blue is shown the polygon interested by shallow

compaction; with the red arrows are indicated the 2 boreholes profiles (figures 71 and 72).


The phenomenon could be evaluated more in detail in a polygon shown in figure 70 using the boreholes

provided by MA 29. By comparing the two profiles (figure 71 and 72) a level of around 1 m of humus can be

recognised in both boreholes.

The location where the shallow compaction was mapped corresponds to an area where in the Nineteen

Century prior of the canalisation the tributary streams of the Danube river were flowing as can clearly be

seen (black lines) on figure 70.

Borehole

13755003

Borehole

18240001



Figure 71: borehole profile n.13755003.

Figure 72: borehole profile n.18240001.



21 PGGH_VIENNA_019


The polygons are located in the districts of Favoriten of the city of Vienna.


The bedrock geology is characterised by Loess loamy loess and loam (figure 73).



The phenomenon affects railways infrastructures (figure 74).

Borehole

15472001

Borehole

17367007

Borehole

17367008







21.3 TYPE OF MOTION

Subsidence




Medium




The train traffic exerted on deposits rich in humus can cause soil compaction. The velocity of the motion

shown from PSI indicates an average value of -3,32 mm/y with a maximum value of -6,58 mm/y.


The phenomenon could be evaluated by using the boreholes provided by MA 29. By comparing the three

profiles (figure 75, 76 and figure 77) the first 1 m of humus can be seen in all the three boreholes.




Figure 77: borehole profile n. 17367008 Figure 76: borehole profile n. 17367007



22 PGGH_VIENNA_020


The polygon is located in Vienna, in the district of Donaustadt.

The polygon covers an area of 0,0202km2 and the instability interest a period of 5 years (1995-2000).

The bedrock geology is characterised by Aulehm loam and zone of recent meanders (figure 78).


phenomena of mining activity PGGH_VIENNA_020.

The phenomenon affects an area of Mineral extraction and dump sites (figure 79).




mining activity PGGH_VIENNA_020.


4_4Mining

22.3 TYPE OF MOTION

Subsidence




High




The removal of soil leaded to motion in the surrounding zone of the extraction site. The velocity of the

motion shown from PSI indicates an average value of -5,5 mm/y with a maximum value of -6,62 mm/y.


The proximity to an extraction pit is clearly visible in figure 78 where is shown the geology overlaid to the

DEM.



23 PGGH_VIENNA_021


The polygon is located in Vienna, in the district of Donaustadt.


The bedrock geology is characterised by Aulehm loam (figure 80).


phenomena of mining activity PGGH_VIENNA_021.

The phenomenon affects an area of Mineral extraction and dump sites (figure 81).




mining activity PGGH_VIENNA_021.


4_4Mining

23.3 TYPE OF MOTION

Subsidence




High




The removal of soil leaded to motion in the surrounding zone of the extraction site. The velocity of the

motion shown from PSI indicates an average value of -4,16 mm/y with a maximum value of -9,39 mm/y.


The proximity to an extraction pit is clearly visible in figure 80 where is shown the geology overlaid to the

DEM.



24 PGGH_VIENNA_022


The polygons are located mainly along the terminal part of the U1 and U2 underground lines (Leopoldstadt,

Donaustadt, Floridsdorf; Landstrasse, Meidling) and along the Lainzer tunnel (figure 86).


The bedrock geology is characterised by zone of recent meanders, loam Aulehm, loess and loamy loess and

Neogene silt (figure 82).


phenomena of underground construction PGGH_VIENNA_022.

The phenomenon affects Discontinuous Dense Urban Fabric (S.L. : 50% - 80%), Industrial, commercial,

private units and other roads and associated land (figure 83).

Figure 84

Figure 86




underground construction PGGH_VIENNA_022.


4_5UndergroundConstruction

24.3 TYPE OF MOTION

Subsidence




High




The subsidence phenomena affecting the area above the underground metro line number 2 (U2), line

number 1 (U1) and the Lainzer tunnel with an average value of -3 mm/y. The velocity of the motion shown

from PSI was probably related to underground work aimed at extending the lines for the metro and to the

construction stages for the Lainzer tunnel.


A geotechnical report (M. Brandtner, 2008) shows for the time frame 2003 -2007 a groundwater levelling

campaign which took place along the U2 line between the stations of Taborstrasse and Schottenring (figure

85). The PSI measurements with a subsidence of -3,73 mm/y (figure 84) corresponds to the dark green area

highlighted in figure 85 where the subsidence measured was -10 / -15 mm/y and in agreement with the

conclusive campaign of 2008 the phenomenon in Taborstrasse appear to be irreversible.

The subsidence mapped it´s due to the rebound effect connected to the intensive (200 liters/s)

groundwater extraction.

Figure 84 enlargement of figure 82 where highlighted in blue is shown the polygons mapped as instabilities

caused by underground construction.



Figure 85: Isolines of subsidence and uplift showing the rebound effect related to groundwater abstraction

in 28.03.2007 during the extension works of the U2 line in Vienna (from M. Brandtner, 2008).



Another good example is located in the area of Meidling and Hitzing where the Lainzer tunnel was

constructed (figure 86).

The construction phase interested a period of 13 years (2000-2013) and in fact only the ENVI PSI data

shows a subsidence rate of an average of -3,3 mm/y for the 12 polygons highlighted in figure 86.

It was possible to validate the subsidence along the section LT31 of the Leinzer Tunnel Mitte, more

precisely in subsection W where a building complex “Schwesternschule” is situated right above the tunnel

alignment with an overburden of about 25 m (figure 87a).

The result of a series of test field shows that the horizontal convergence in the side galleries is the main

contributing factor for surface settlements along the trace of the Lainzer tunnel (Bernd M., et al., 2008). As

a result of a monitoring campaign the subsidence was varying between – 30 mm and – 52 mm straight after

the completion of the galleries and in some test regions the lateral extent of surface settlements reached

65 m left and right of the axis of the tunnel.

Figure 86: highlighted polygons affected by the Lainzer tunnel construction.

Figure 87a



The PSI data shows a maximum of -7 mm/y in orange (white circles in figure 87a) and an average of 4,1

mm/y for the most extensive mapped polygon (figure 87a). Here in the red inset (figure 87b) is available

the levelling campaign with a maximum of -40 mm subsidence at the end of the construction gallery section

(20-11-2007).

Figure 87a: enlargement of figure 86 showing the mapped polygon around the building complex

“Schwesternschule”.



87b: red inset in figure 52a (Bernd M., et al., 2008) showing the total amount of surface settlements with a

maximum of -40mm around the building complex “Schwesternschule”.



25 PGGH_VIENNA_023


The polygons are in the following districts of the city of Vienna: Donaustadt and Ottakring.


The bed rock geology is principally characterised by loam Aulehm and river alluvium (figure 88).


phenomena of underground construction PGGH_VIENNA_023.

The phenomenon interest mainly Discontinuous Dense Urban Fabric (S.L. : 50% - 80%) and Industrial,

commercial, public, military and private units (figure 89).

U1 - opening of the

stations: 2006

U6 - opening of the

station: 1989




underground construction PGGH_VIENNA_023.


4_5UndergroundConstruction

25.3 TYPE OF MOTION

Subsidence




High




The subsidence phenomena affecting the area above the underground metro line number 1 (U1), between

the station of Rennbahnweg and the station Aderklaaer Straße opened in 2006 with an average value of -

2,76 mm/y and the line number 6 (U6) at the station Thaliastrasse opened in 1989 with an average value of

-3,5 mm/y. The velocity of the motion shown from PSI is probably related to underground work aimed at

extending the lines between after their opening.


No validation has taken place.



26 PGGH_VIENNA_024


The polygons are overall the city of Vienna.

The polygon covers an area of 16,45647km2.

The bed rock geology is principally characterised by Quaternary and Neogene deposits (figure 90).

Figure 90: geological map (1:30.000 Vienna) for the city of Vienna showing, highlighted in blue, the

potential mapped phenomena of made ground PGGH_VIENNA_024.

The phenomenon interest mainly Continuous and Discontinuous Dense Urban Fabric (figure 91).



Figure 91: GMES urban atlas for city of Vienna showing, highlighted in blue, the potential mapped

phenomena of made ground PGGH_VIENNA_024.


4_6MadeGround

26.3 TYPE OF MOTION

Subsidence


4_PotentialInstability


External




The most superficial part of the subsoil represent made ground deposits. Those superficial deposits, mainly

silt, sand or gravel infill type of soil, can undertake compaction which lead to subsidence.





27 PGGH_VIENNA_025


The polygons are in the following districts of the city of Vienna: Donaustadt,Leopoldstadt, Florisdorf,

Brigittenau, Ottakring, Rudolfsheim-Fünfhaus and Meidling..

The polygon covers an area of 0,087 km2 and interests a period of 5 years (1995-2000).




The phenomenon interests mainly other roads and associated land, Industrial, commercial, public, military

and private units, Green urban areas and partially Discontinuous Medium Density Urban Fabric (figure 93).




made ground PGGH_VIENNA_025.


4_6MadeGround

27.3 TYPE OF MOTION

Subsidence




High




The most superficial part of the subsoil represent made ground deposits. Those superficial deposits, mainly

silt, sand or gravel infill type of soil, can undertake compaction which lead to subsidence. The velocity of

the motion shown from PSI indicates an average value of -3,00 mm/y with a maximum value of -11,78

mm/y.





28 PGGH_VIENNA_026


The polygons are overall in the study area.





The phenomenon interest mainly Continuous and Discontinuous Dense Urban Fabric (figure 95).

Figure 96






4_6MadeGround

28.3 TYPE OF MOTION

Subsidence




High




The information from boreholes stored on the MA 29 subsoil cadastre indicates that the most superficial

part of the subsoil represent made ground deposits. Those superficial deposits, mainly silt infill type of soil,

undertook compaction which leaded to subsidence. The velocity of the motion shown from PSI indicates an

average value of -2,88 mm/y and a maximum value of -11,83 mm/y.

Figure 96 enlargement of figure 94 where highlighted in blue is shown the polygon mapped as instabilities

caused by made ground.




The validation of the motion in the district of Margareten (figure 96) was made directly on the field where

it was possible to observe several signs of instabilities. In figure 97 a building, located in Gießaufgasse, is

showing cracks.

Figure 97: building located in Gießaufgasse where is clearly evident a fracture running on the second and

third floor.



29 PGGH_VIENNA_027


The polygons are overall in the study area.


The bed rock geology is principally characterised mainly by loam Aulehm and river alluvium and zone of

recent meander furthermore by by Quaternary and Neogene deposits (figure 98).



The phenomenon interests mainly Discontinuous Dense Urban Fabric, Industrial, commercial, public,

military and private units, Agricultural and Semi-natural areas (figure 99).






4_6MadeGround

29.3 TYPE OF MOTION

Subsidence




High




The information from boreholes stored on the MA 29 subsoil cadastre indicates that the most superficial

part of the subsoil represent made ground deposits. Those superficial deposits, mainly silt infill type of soil,

undertook compaction which leaded to subsidence. The velocity of the motion shown from PSI indicates an

average value of -3,36 mm/y and a maximum value of -9,53 mm/y.


No validation has taken place



30 PGGH_VIENNA_028


The polygons are located in the district of Liesing.


The bedrock geology is characterised by gravel of the Liesing river alluvium and by Neogene silt, clay and

sand and Liesing river gravel (figure 100).


mapped phenomena of other (groundwater level fluctuation) PGGH_VIENNA_028.

The phenomenon interests Industrial, commercial, public, units, Green urban areas, Discontinuous Dense

and Medium Density Urban Fabric (figure 101).




other (groundwater level fluctuation) PGGH_VIENNA_028.


5_Other

30.3 TYPE OF MOTION

Uplift




High




The uplifting observed by PSI in Liesing is connected with a local persistent high stand in the groundwater

level fluctuation. In fact a flood occurred in this area in June 1997 and the storage flood protection system

was just about able to contain the excess of discharge of the Liesing stream

(http://www.wien.gv.at/umwelt/wasserbau/hochwasserschutz/liesing/index.html). The velocity of the

motion shown from PSI indicates an average value of +4 mm/y and a maximum value of +7 mm/y.


By comparing the groundwater levels in two piezometers in Liesing (figure 102) with the correspondent

time series for the PSI positive anomaly (with value varying between +7mm/y and +6,5 mm/y) we can see

an agreement of a persistent strong high stand of the level between June 1997 and May 1999 and the

acceleration of the uplifting in the same time frame.

Another important fact which validates this phenomenon is the extreme rain precipitation episodes

occurred in June 1997 with 200 mm, September 1998 and May 1999 (with more than 100 mm) for both

weather stations in Liesing district. On the most recent set of PSI (ENVISAT) this phenomenon does not

appear probably because since 2002 a river restoration project is running here aimed at improve the

permeability of the stream discharge (which is very variable trough the different seasons) and at restore

the old river bed extension- (U. Goldschmied, et al., 2006).



Figure 102: Local groundwater levels and precipitations compared to PSI data positive anomalies.



31 PGGH_VIENNA_029


The polygons are located in the district of Donaustadt, cover an area of 0,0371 km2, and the instability

interests a period of 5 years (1995-2000). The bedrock geology is mainly characterised by Aulehm loam

(figure 103).



The phenomenon interests Industrial, commercial, public, military and private units and Discontinuous

Dense Urban Fabric (figure 104).






5_Other

31.3 TYPE OF MOTION

Subsidence




Low




On the framework of the Hydro- Modul project (S. Pfleiderer and T., Hofmann, 2004) a series of 114

piezometers were interpolated for Floridsdrof and Donaustadt districts and by using a hydrologic method

developed by Hydrographic Central Office (HZB) maximum, average and minimum groundwater table

stand, which determines the actual groundwater flow conditions, were modelled.

The conclusion of this work was that since 1998, date of the dam construction in Freudenau, the maximum

and minimum groundwater level fluctuation was attenuated (on average of 0.6 m); on the other hand the

average groundwater levels since the dam construction is on average 0.33 m higher. The results are in

agreement with the polygon mapped here affected by groundwater level fluctuation. The velocity of the

motion shown from PSI indicates an average value of -2,7 mm/y and maximum value of -4,36 mm/y.




In order to validate the mapped subsidence a 3D model for the average groundwater table stand

(September 2000) and the structural map of the quaternary silt (Loess, loamy loess Aulehm and silt deposit)

lower limit interpolated from several boreholes (figure 105) were compared. Where the lower limit of

those collapsible soil deposits are oversaturated by the groundwater, subsidence may occur.

Figure 105: 3D model for the average groundwater table stand (blue), the mapped polygons (red), and

quaternary silt lower limit (brown).



32 PGGH_VIENNA_030


The polygons are located in the district of Donaustadt and cover an area of 0,0650 km2. The mapped

instability interests a period of 15 years (1995-2010). The bedrock geology is mainly characterised by

Aulehm loam (figure 106).



The phenomenon interests Discontinuous Dense Urban Fabric, Railways and associated land and Industrial,

commercial, public, military and private units (figure 107).






5_Other

32.3 TYPE OF MOTION

Subsidence




Low












motion shown from PSI indicates an average value of -2,7 mm/y and maximum value of -9,11 mm/y.



33 PGGH_VIENNA_031


The polygons are located in the district of Donaustadt and cover an area of 0,316 km2. The mapped

instability interests a period of 8 years (2002-2010). The bedrock geology is mainly characterised by Aulehm

loam (figure 109).



The phenomenon interests arable land, Discontinuous Medium and Dense Urban Fabric (figure 110).






5_Other

33.3 TYPE OF MOTION

Subsidence




Low












motion shown from PSI indicates an average value of -2,7 mm/y and maximum value of -9 mm/y.



34 PGGH_VIENNA_032


The polygons are located in the district of Penzing and Hietzing.


The bedrock geology is characterised by Rhenodanubian Flysch sandstones (figure 112).


mapped phenomena of other (stream undercutting erosion) PGGH_VIENNA_032.

The phenomenon interested forest areas (figure 113).

Figure 114




other (stream undercutting erosion) PGGH_VIENNA_032.


5_Other

34.3 TYPE OF MOTION

Downslope




High




Particularly active channels create, by undercutting, instabilities on Flysch sandstones. The velocity of the

motion shown from PSI indicates an average value of -7,4 mm/y.


The motion was validated by using the DTM 1m resolution for the city of Vienna, where the erosive action

of the stream produced accumulative deposits at the bottom of the slope which deviate the stream channel

flow as can be seen on the hillshade depicted in figure 67.

Figure 114: enlargement of figure 112 where highlighted at the center of the figure it is shown the polygons

mapped as instabilities caused by other (undercutting erosion).



35 PANGEO GEOHAZARDS GLOSSARY

Hazard Something with the potential to cause harm. Natural Hazard A natural hazard is a natural process or phenomenon that may cause loss of life, injury or other impacts,

property damage, lost livelihoods and services, social and economic disruption, or environmental damage.

(Council of the European Union – Commission Staff Working Paper – Risk Assessment and Mapping

Guidelines for Disaster Management).

Geohazard (Geological hazard) A geological process with the potential to cause harm. Risk The likelihood that the harm from a particular hazard will be realised. Types of Geohazard 1. Deep Ground Motions Ground motion can occur at different scales and depths. This section contains the geohazards that are caused by processes in the deep subsurface. 1.1. Earthquake (seismic hazard) Earthquakes are the observable effects of vibrations (known as seismic waves) within the Earth’s crust

arising from relatively rapid stress release, typically along a fault zone.

Damage to buildings and other infrastructure can be caused as the ground shakes during the passage of

seismic waves. Other effects include liquefaction of water-saturated soft ground, potentially leading to a

loss in ground strength and the extrusion of water-saturated sediments as ‘mud volcanoes’ and the like.

Ground shaking can also trigger secondary events such as landslides and tsunami. Secondary effects such as

these should be mapped into the other relevant PanGeo geohazard classes. Some earthquakes are

associated with significant permanent vertical or lateral ground movement. Changes to drainage systems

can cause flooding. There is potential for injury and loss of life during earthquakes.

Seismic hazard can be assessed by reference to the size and frequency of recorded earthquakes, although

individual earthquakes are essentially unpredictable. Individual events occur on time-scales of seconds or

minutes. Modern infrastructure should be designed to withstand probable local seismic events.

1.2. Tectonic Movements Tectonic movements are large scale processes that affect the earth’s crust. These processes can lead to

areas of the crust rising or falling. Importantly it is the neotectonic movements that are still active and may

therefore produce a ground motion that can be measured by PSI. Neotectonic movements are typically due

to the stresses introduced through movements of the earth’s plates. These types of motion are likely to be



on a broad scale and so it may not be possible to measure them using the SAR scene relative

measurements of PSI.

1.3. Salt Tectonics Localised motions can be associated with the movement of evaporate deposits, these are termed salt

tectonics and can produce both uplift and subsidence depending on the exact mechanisms at play.

1.4. Volcanic Inflation/Deflation Volcanic activity can lead to the creation of lava flows, ash flows, debris and ash falls, and debris flows of

various kinds. It might be accompanied by release of poisonous or suffocating gases, in some instances with

explosive violence, or by significant seismic activity or ground movement. Secondary effects can include

landslide and flooding. For PanGeo we are interested in hazards associated with ground instability. Ground

instability associated with volcanoes tends to relate to inflation and deflation of the ground surface as

magma volumes change. Secondary effects such as landslides should be mapped into the other relevant

PanGeo geohazard classes.

2. Natural Ground Instability The propensity for upward, lateral or downward movement of the ground can be caused by a number of

natural geological processes. Some movements associated with particular hazards may be gradual or occur

suddenly and also may vary from millimetre to metre or tens of metres scale. Note that anthropogenic

deposits can be affected by natural ground instability.

Significant natural ground instability has the potential to cause damage to buildings and structures, and

weaker structures are most likely to be affected. It should be noted, however, that many buildings,

particularly more modern ones, are built to such a standard that they can remain unaffected in areas of

even significant ground movement. The susceptibility of built structures to damage from geohazards might

also depend on local factors such as the type of nearby vegetation, or the nature of the landforms in the

area.

The effects of natural ground instability often occur over a local area as opposed to the effects of natural

ground movements which occur over larger areas.

2.1. Landslide A landslide is a relatively rapid outward and downward movement of a mass of rock or soil on a slope, due

to the force of gravity. The stability of a slope can be reduced by removing ground at the base of the slope,

increasing the water content of the materials forming the slope or by placing material on the slope,

especially at the top. Property damage by landslide can occur through the removal of supporting ground

from under the property or by the movement of material onto the property. Large landslides in coastal

areas can cause tsunami. The assessment of landslide hazard refers to the stability of the present land



surface, including existing anthropogenically-modified slopes as expressed in local topographic maps or

digital terrain models. It does not encompass a consideration of the stability of new excavations.

Land prone to landslide will normally remain stable unless the topography is altered by erosion or

excavation, the land is loaded or pore water pressure increases. Landslide might also be initiated by seismic

shock, frost action, or change in atmospheric pressure.

This hazard is significant in surface deposits but may extend to more than 10 m depth. The common

consequences are damage to properties, including transportation routes and other kinds of infrastructure,

and underground services. Some landslides can be stabilised by engineering.

2.2. Soil Creep Soil creep is a very slow movement of soil and rock particles down slope and is a result of expansion and

contraction of the soil through cycles of freezing and thawing or wetting and drying.

2.3. Ground Dissolution Some rocks and minerals are soluble in water and can be progressively removed by the flow of water

through the ground. This process tends to create cavities, potentially leading to the collapse of overlying

materials and possibly subsidence at the surface.

The common types of soluble rocks and minerals are limestones, gypsum and halite.

Cavities can become unstable following flooding, including flooding caused by broken service pipes.

Changes in the nature of surface runoff, excavating or loading the ground, groundwater abstraction, and

inappropriate installation of soakaways can also trigger subsidence in otherwise stable areas.

2.4. Collapsible Ground Collapsible ground comprises materials with large spaces between solid particles. They can collapse when

they become saturated by water and a building (or other structure) places too great a load on it. If the

material below a building collapses it may cause the building to sink. If the collapsible ground is variable in

thickness or distribution, different parts of the building may sink by different amounts, possibly causing

tilting, cracking or distortion. Collapse will occur only following saturation by water and/or loading beyond

criticality. This hazard can be significant in surface deposits and possibly also in buried superficial deposits.

2.5. Running Sand/ Liquefaction Running sand occurs when loosely-packed sand, saturated with water, flows into an excavation, borehole

or other type of void. The pressure of the water filling the spaces between the sand grains reduces the

contact between the grains and they are carried along by the flow. This can lead to subsidence of the

surrounding ground.

If sand below a building runs it may remove support and the building may sink. Different parts of the

building may sink by different amounts, possibly causing tilting, cracking or distortion. The common

consequences are damage to properties or underground services. This hazard tends to be self-limited by

decrease in head of water.



Liquefaction of water-saturated soft ground often results as an effect of earthquake activity but can also be

triggered by manmade vibrations due to construction works. It can potentially lead to a loss in ground

strength and the extrusion of water-saturated sediments as ‘mud volcanoes’ and the like. Soils vulnerable

to liquefaction represent areas of potential ground instability.

3. Natural Ground Movement The effects of natural ground movement often occur over a larger area as opposed to the effects of natural

ground instability, which occur over local areas.

3.1. Compressible Ground Many ground materials contain water-filled pores (the spaces between solid particles). Ground is

compressible if a load can cause the water in the pore space to be squeezed out, causing the ground to

decrease in thickness. If ground is extremely compressible the building may sink. If the ground is not

uniformly compressible, different parts of the building may sink by different amounts, possibly causing

tilting, cracking or distortion.

This hazard commonly depends on differential compaction, as uniform compaction may not of itself

present a hazard. Differential compaction requires that some structure that might be susceptible to

subsidence damage has been built on non-uniform ground. The common consequences are damage to

existing properties that were not built to a sufficient standard, and possible damage to underground

services.

3.2. Shrink-Swell Clays A shrinking and swelling clay changes volume significantly according to how much water it contains. All clay

deposits change volume as their water content varies, typically swelling in winter and shrinking in summer,

but some do so to a greater extent than others. Most foundations are designed and built to withstand

seasonal changes. However, in some circumstances, buildings constructed on clay that is particularly prone

to swelling and shrinking behaviour may experience problems. Contributory circumstances could include

drought, leaking service pipes, tree roots drying-out of the ground, or changes to local drainage such as the

creation of soakaways. Shrinkage may remove support from the foundations of a building, whereas clay

expansion may lead to uplift (heave) or lateral stress on part or all of a structure; any such movements may

cause cracking and distortion.

The existence of this hazard depends on a change in soil moisture and on differential ground movement.

Uniform ground movement may not of itself present a hazard. This hazard is generally significant only in

the top five metres of ground.

4. Man Made (Anthropogenic) Ground Instability



Anthropogenic instability covers a local area which has been brought about by the activity of man.

Subsidence (downward movement) of the ground can result from a number of different types of

anthropogenic activity, namely mining (for a variety of commodities), or tunnelling (for transport,

underground service conduits, or underground living or storage space).

Subsidence over a regional area can result from fluid extraction (for water, brine, or hydrocarbons). Uplift

or heave of the ground can occur when fluid is allowed to move back into an area from where it was

previously extracted and groundwater recharge occurs. This fluid recovery may include injection of water

or gas.

4.1. Ground Water Management - Shallow Compaction Ground water management may be applied for example to ensure the exploitability of existing agricultural

land in lowland coastal areas. Groundwater management can lead to higher or lower water levels of

phreatic groundwater and of deeper aquifers in the shallow subsurface. Groundwater occupies pore and

interstitial spaces and fractures within sediments and rocks and therefore exerts a pressure. When the

water is drained the pore pressure or effective stress is reduced. This leads to consolidation of especially

soft sediments, such as clay and peat. This change in the sediment volume leads to subsidence. Similarly

when groundwater levels are allowed to recover, uplift may be a result of increasing pore pressure.

4.2. Ground Water Management - Peat Oxidation Ground water management may be applied for example to ensure the exploitability of existing agricultural

land in lowland coastal areas. Groundwater management can lead to higher or lower water levels of

phreatic groundwater and of deeper aquifers in the shallow subsurface. Peat oxidation is the chemical

reaction where peat starts decomposing and will waste away with time. This loss of soil volume leads to

subsidence. It occurs when layers of peat in the subsurface are exposed to oxygen. As long as peat is

located in saturated ground layers this process does not take place. However peat oxidation does occur in

unsaturated soils, for instance in areas where ground water management lowers ground water levels.

4.3. Groundwater Abstraction Groundwater also occupies pore and interstitial spaces and fractures within sediments and rocks in the

deeper subsurface. When this water is removed, for instance through pumping for drinking water or

lowering of water levels in mines, the pore pressure or effective stress is reduced and consolidation of the

sediments and rocks causes a change in the sediment and rock volume. This leads to subsidence. Similarly

when aquifer levels are allowed to recover, uplift may be a result of increasing pore pressure. Deep

geothermal energy systems should not lead to ground movement. They involve closed systems where

water, which was extracted from a deep aquifer, will be pumped back into that same aquifer. However,

geothermal heat pumps are used at shallower depths. Although these are also closed systems, ground

movement might occur temporarily (e.g. seasonally) or even permanently.



4.4. Mining Mining is the removal of material from the ground, in the context of PanGeo we consider mining to relate

to the removal of solid minerals. The ground surface may experience motion due to readjustments in the

overburden if underground mine workings fail.

4.5. Underground Construction In PanGeo we are interested in underground construction that might bring about ground instability. An

example of this would be underground tunnelling; the removal of subsurface material can alter the support

for the overlying material therefore leading to ground motions.

4.6. Made Ground Made ground comprises of anthropogenic deposits of all kinds such as land reclamation, site and pad

preparation by sand infill, road and rail embankments, levees and landfills for waste disposal. Examples of

land reclamation are artificial islands, beach restoration and artificial harbours. Reclaimed land as well as

embankments and levees are generally made up of sand, which is not prone to compaction as are clay and

peat. However, two ground instability processes will occur: consolidation of this artificial ground and

compaction of the ground below due to the load of the artificial ground and the structure it supports, e.g. a

building. Depending on its composition and mode of deposition, landfill can also be a compressible deposit.

4.7. Oil and Gas Production Similar to abstraction of groundwater the production of oil and gas decreases the pore pressure of the

reservoir rocks and therefore can cause consolidation and subsidence of the surface. Storage of material in

the depleted reservoir (such as natural gas or CO2) can lead to surface uplift.

5. Other These are areas of instability for which the geological explanation does not fit into any of the categories

above.

6. Unknown These are areas of identified motion for which a geological interpretation cannot be found.



Geohazard Groupings to be used in PanGeo

1. Deep Seated Motions

1_Earthquake (seismic hazard)

2_Tectonic Movements

3_Salt Tectonics

4_Volcanic Inflation/Deflation

2. Natural Ground Instability

1_Land Slide

2_Soil Creep

3_Ground Dissolution

4_Collapsible Ground

5_Running Sand/Liquefaction

3. Natural Ground Movement

1_Shrink-Swell Clays

2_Compressible Ground

4. Man Made (Anthropogenic) Ground Instability

1_Ground Water Management - Shallow Compaction

2_Ground Water Management - Peat Oxidation

3_Groundwater Abstraction

4_Mining

5_Underground Construction

6_Made Ground

7_Oil and Gas Production

5. Other

6. Unknown



APPENDICES

References

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Experience Gained Using Innovative Monitoring Methods at the Lainzer Tunnel LT31, Geomechanics and

Tunnelling, Volume 1, Issue 5, p466–476.

Brandtner M. (2008): Grundwasserabsenkung beim Wiener U-Bahn-Bau: Setzungsauswirkungen während

des Baues und danach, IGT – Geotechnik und Tunnelbau ZT-GmbH.

Decker, K., Peresson, H. (1998): Miocene to Present-Day Tectonics of the Vienna Basin Transform Fault:

Links Between the Alps and the Carpathians, Carpathian-Balkan Geological Association XVI Congress,

August 30th to September 2nd, 1998 Vienna: Abstracts, p33-36

Goldschmied U., et al., (2006): Living River Liesing, LIFE project.

Gruppe, S. & Payer, T. (2010): Das Leopoldsdorfer Bruchsystem am Südrand von Wien, Angewandte

Hydrogeologische Forschung – Teilgebiet 2010, Wissenschaftsbericht der Stadt Wien 2010.

Gruppe, S. & Payer, T. (2011): Die Lobau, Angewandte Hydrogeologische Forschung – Teilgebiet 2011,

Wissenschaftsbericht der Stadt Wien 2011.

Hinsch R., et al. (2005): 3-D mapping of segmented active faults in the southern Vienna Basin, Quaternary

Science Reviews 24, p321–336.

Hinsch R., et al. (2006): 3-D seismic interpretation and structural modeling in the Vienna Basin: implications

for Miocene to recent kinematics, Austrian Journal of Earth Sciences, Volume 97, p38-50.

Hofmann T., et al., (2003): Digitaler angewandter Geo-Atlas der Stadt Wien, Projekt WC 18/00, Geo-Modul

Strauss P., et al. (2006): Sequence stratigraphy in a classical pull-apart basin (Neogene, Vienna Basin). A 3D

Seismic based integrated approach, Geologica Carpathica , June 2006, 57,3, p187-197.

Höggerl N. (2001): Bestimmung der rezenten Höhenänderungen durch wiederholte geodätische

Messungen. In: Festschrift "Die Zentralanstalt für Meteorologie und Geodynamik 1851-2001", Leykam,

Wien, p.630-644.

Piller W. (1999): The Neogene of the Vienna Basin, Forum of the European Geological Surveys Directors,

FOREGS '99 Vienna, 150 Years Geological Survey of Austria, Field trip guide, Vienna - Dachstein - Hallstatt –

Salzkammergut.

Pfleiderer S. and Hofmann T. (2004): Digitaler angewandter Geo-Atlas der Stadt Wien, Projekt WC 21,

HYDRO-Modul (Pilotphase).



Stiny J. (1945): Unveröff. Bericht über Rutschgelände im Bereich von Gross-Wien. - Unveröff. Bericht vom

14. Oktober 1945, 6 S., Wien.

http://www.wien.gv.at/umwelt/wasserbau/hochwasserschutz/liesing/index.html

http://www.zamg.ac.at/geophysik/Reports/Jahrbuch/JAHRBUCH_2007-deutsch.pdf


http://www.wien.gv.at/umwelt/wasserbau/hochwasserschutz/liesing/index.html



Geohazard Summary for Vienna

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