No full-text available
To read the full-text of this research,
you can request a copy directly from the authors.
Gerlos power station/Gmünd dam – stabilization of a reservoir slope (Grasegger slope) / . Kraftwerk Gerlos/Speicher Gmünd – Stabilisierung eines Stauraumhangs (Graseggerhang)
Abstract
The reservoir Gmünd with a capacity of approximately 900,000 m3 is located about 10 km west of the village of Gerlos. The reservoir is connected with the power house Gerlos in the Zillertal, having a head of about 610 m. For increase of power from 65 to 200 MW the power house Gerlos was extended and the flow rate of the adapted power tunnel was raised from 14 to 42 m3/s maximum. The effect of the higher draw-down rates on the reservoir slopes has been tested in September 2004 with a highspeed draw-down with rates up to 5 m/h. As a result of this trial a landslide with an estimated volume of 10,000 m3 occurred on the Graseggerhang. The landslide showed the necessity of an effective slope stabi-lization of the Graseggerhang for a continuous unlimited reservoir management in the future. After a comprehensive investigation it was decided to build in a supporting fill, consisting of rock mass of a maximum grain size of 65 cm. The support fill with a volume of about 100,000 m3 was built in from October to December 2006 and the operation of the power plant Gerlos II started directly afterwards. For the long term surveillance of the support fill one inclinometer and several geodetic measuring points have been installed. © 2010 Ernst &Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.
... Als andere Methode wird eine Steinschüttung im Fußbereich des Kriechhanges vorgeschlagen. Leobacher beschreibt für den Fall eines Speicherteichhanges eine wirksame Steinschüttung, um zukünftig eine uneingeschränkte Speicherteichbewirt- schaftung gewährleisten zu können [60]. Ein ähnlicher Ansatz wurde beim Speicherteich Mornos gewählt [89]. ...
... Moreover, process based investigation methods and monitoring measures have been developed (Keusen 1998, Zangerl et al. 1999, Leobacher and Blauhut 2010. ...
Many reservoir slopes are affected by different types of instabilities during the first impoundment, due to reservoir level fluctuations and due to earthquakes. These potential failure processes are caused by complex hydro-mechanically coupled processes, which in most cases cannot be fully assessed during the design stage due to a limited knowledge of the soil behaviour and properties. Thus, for the site selection and the design of power storage plants, especially for the risk assessment and mitigation of potentially unstable soil slopes, a systematic methodology for the selection of the appropriate stability measures is presented. Based on case studies from both engineering projects and literature, a methodological approach and a decision matrix for the design of appropriate mitigation measures depending on the failure mode and size of the potentially instable slope are proposed. RÉSUMÉ : Un grand nombre de talus à proximité des réservoirs sont affectés par différents types d'instabilités en raison des fluctuations des niveaux de réservoir et en raison de tremblements de terre. Ces procès potentiels de défaillance sont causés par des transformations complexes hydromécaniques, qui dans la plupart des cas, ne peuvent être entièrement évalués au cours de la phase de conception en raison d'une connaissance limitée sur le comportement et des propriétés des sols. Ainsi, pour la sélection des sites et la conception des installations de stockage d'énergie, il est essentiel de tenir compte des expériences antérieures et d'appliquer ces connaissances à la conception de nouvelles installations pour créer une stratégie d'évaluation des risques et d'atténuation. Ici une méthode pour la sélection des mesures de la stabilité appropriées en fonction du mode de défaillance est fournie. Basé sur des études de projets et de la littérature une méthodologie systématique et une matrice de décision pour la conception de mesures d'atténuation appropriées en fonction du mode de défaillance et la taille de la pente potentiellement instables sont proposées.
Numerical investigations of overall dynamic compaction control)
- F Kopf
- P Erdmann
Grasegger slope - investigation of sliding stability)
- G Zenz
- C Wiltafsky
Grasegger slope - report of large-scale trial)
- W Fellin