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Breitenfurt bei Wien, Austria

Gamsjager H.,Zublin AG | Atzl G.,IC consulenten Ziviltechniker Gesmbh
Geomechanik und Tunnelbau | Year: 2012

Contract B-9528 - Södermalm Tunnel is a good example of urban tunnelling, where tunnel alignments cannot be chosen freely due to existing buildings and subsurface structures. Around ten tunnel crossings and a number of difficult situations underpassing existing buildings were in the scope of Södermalm Tunnel with the main focus on the Maria Magdalena Church. A NATM approach enabled tunnelling of the first double track tunnel in Stockholm's Esker to succeed in very close vicinity of the church. © 2012 Ernst & Sohn Verlag f?r Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.

As result of the two-year route selection process, the southernmost variant Pfaffensattel was chosen in April 2008 as the best variant for the New Semmering Base Tunnel, which run from Gloggnitz to the Mürzzuschlag-Langenwang area, and the route has since been optimised for design through a detailed programme of investigations. As a result of this, the final route of the tunnel was fixed in autumn 2009. All design work for the partially concentrated approvals process are now based on this route. This article is concerned with the essential technical tunnel construction aspects of the design to be handed in for approval, above all the construction concept and the procedure for geotechnical design to be used as a basis. At the time of writing this article, the final evaluation of the geomechanical and hydrogeological investigations and the geotechnical design are still underway. © 2010 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co.

Klais F.,OBB Infrastruktur AG | Wagner O.K.,OBB Infrastruktur AG | Proprenter M.,IC consulenten Ziviltechniker Gesmbh | Wolf P.,OBB Infrastruktur AG
Geomechanik und Tunnelbau | Year: 2015

The present invitation to tender for the third tunneling contract of the Semmering Base Tunnel is the last one to complete the tunnel. This contract section has not reached the dimensions of its preceding sections SBT2.1 and SBT1.1 concerning the extent of construction work and time for completion. Nonetheless it emerged to an extremely complex project caused by a gain of knowledge regarding the ground conditions, during the process of preparing the tender documents. This knowledge led to an adjustment containing comprehensive grouting measures and a temporary intermediate construction access via two vertical shafts. Furthermore a sophisticated order of construction sequences for the installation of facilities in the invert and the concrete lining had to be issued, which considered a progressive takeover by subsequent contractors. Additional challenges arose because the tendering documents were adjusted while concurrently the design of documents for the partial modification of the construction permission had to be prepared. Mit der dritten Tunnelbauausschreibung des Semmering-Basistunnel wird der letzte Rohbauabschnitt in geschlossener Bauweise - das Baulos SBT3.1 "Tunnel Grautschenhof" - vergeben. Liegt dieses Baulos hinsichtlich Bauumfang und Bauzeit etwas hinter den Dimensionen seiner Vorgängerlose SBT2.1 und SBT1.1, so hat es sich im Zuge der Erstellung der Ausschreibungsdokumente auf Grund neuer Baugrunderkenntnisse zu einem äußerst komplexen Ausschreibungs- und Bauprojekt entwickelt. Umfangreiche Injektionsmaßnahmen, ein temporärer Zugang über zwei Schächte und ein komplexer Bauablauf für den Innenausbau mit gestaffelten Übergaben an das Nachfolgegewerk stellen die wesentlichsten Herausforderungen für den künftigen Bau dar. Die Änderung des Zwischenangriffs von einem Zugangstunnel auf zwei Schächte und die damit verbundene planungsparallele Umsetzung einer Änderung des teilkonzentrierten Genehmigungsprojektes für die Baugenehmigung erschwerten die Planungsphase zusätzlich. © 2015 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.

Schubert P.,IC consulenten Ziviltechniker Gesmbh | Voringer J.,G. Hinteregger and Sohne Baugesellschaft m.b.H | Hofmann B.,G. Hinteregger and Sohne Baugesellschaft m.b.H
Geomechanik und Tunnelbau | Year: 2014

This paper deals with the boundary conditions regarding layout, geotechnics and economics required to make a full-face excavation of a tunnel. A flowchart for decision-making leads to four different excavation sequences. Unsuitable geometrical conditions and very unfavourable geotechnical conditions exclude full-face excavation. Under other boundary conditions, a full-face excavation may show economic advantages, which should be further exploited in our region. © 2014 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.

Laimer H.J.,Austrian Federal Railways OBB Infrastruktur AG | Mullegger M.,IC consulenten Ziviltechniker Gesmbh
Geografiska Annaler, Series A: Physical Geography | Year: 2012

The Wachau-Danube Valley represents a transverse valley, intersecting the Variscian Bohemian Massif. Weakened rocks along fault structures led to accelerated river erosion, forming relatively steep rock slopes. The exceptional cultural position of the region generated an increasing demand for building materials. Over the centuries quarrying had a sizeable impact on slope morphology. Interdependences between quarrying and construction caused unstable rock slopes and four rock-mass falls have occurred at two quarries near Spitz (1961, 1984, 2002) and Dürnstein (2009). Rock mechanical analysis at these quarries has shown that the combination of existing geological discontinuities and artificially modified morphology is fatal in terms of slope stability. In Spitz the bedding planes within the marble had been undercut by the mining face. Additionally, two conjugated, steeply dipping joint sets formed large scale blocks sliding on bedding planes. In three major rockslides/rock-mass falls, each triggered by heavy rainfalls, a total mass of 170000m3 of rock failed. At the quarry near Dürnstein the geotechnical characteristics of the gneiss are also unfavourable in relation to the exposition of the mining face. After several rockfalls, 65000m3 were blasted away in 1909 to remove unstable rock slopes. The residual rock face was destabilized and rockfall activities culminated in an event with a total volume of approximately 15000m3. Remedial measures for both locations are essential to maintain transport infrastructure. Sufficiently stable conditions can only be achieved by extensive reshaping of the mining faces, which involves adapting slope geometries to naturally stable joint faces. © 2012 The authors. Geografiska Annaler: Series A, Physical Geography © 2012 Swedish Society for Anthropology and Geography.

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