Mit dem Ziel, die Schnellbahnstrecke München – Berlin (VDE 8) schrittweise auszubauen, um mit einer auf ca. 4 Stunden verkürzten Fahrzeit den Fahrgästen eine umweltfreundliche Alternative zu Auto und Flugzeug zu bieten, plant und koordiniert die DB ProjektBau GmbH seit Beginn der 1990er‐Jahre den Ausbau der Teilstrecke Nürnberg – Ebensfeld. Das als ABS VDE Nr. 8.1.1 geführte Großprojekt umfasst ein Investitionsvolumen von ca. zehn Milliarden Euro. Finanziert wird es vom Bund, der Europäischen Union und von der Deutschen Bahn AG. Der Abschnitt München – Berlin fügt sich in ein europaweites Schienennetz zwischen Norditalien im Süden und Skandinavien im Norden ein. Die Dr. Spang GmbH ist mit der Baugrunderkundung sowie der Erstellung der rund 700 Baugrundgutachten im Hinblick auf die Ertüchtigung der bestehenden Strecke Nürnberg – Ebensfeld, dem Neubau von zwei weiteren Streckengleisen und dem Neubau bzw. der Erweiterung der Kreuzungsbauwerke an der Strecke von der DB ProjektBau GmbH beauftragt. Der folgende Artikel gibt einen Einblick in die intensive dreijährige Baugrundgutachtertätigkeit und die geotechnischen Herausforderungen, die sich bei der Bearbeitung an der Teilstrecke stellten und stellen. Insbesondere die Problematik der wirtschaftlichen und regelkonformen Festlegung der Bau‐ und Bemessungswasserstände für Strecke und Ingenieurbauwerke soll näher beleuchtet und diskutiert werden.Geotechnical challenges during the construction of the high‐speed railway section Nürnberg – EbensfeldIn order to reduce the travelling time from Munich to Berlin to app. 4 hours and to offer an ecology‐minded travel connection in comparison to highway and air traffic, DB ProjektBau GmbH designs since the beginning of the 1990‐years the construction and extension of the road section Nürnberg – Ebensfeld, which is part of the high‐speed railway connection (VDE 8) from northern Italy to Scandinavia. The project is entitled as ABS VDE Nr. 8.1.1 and comprises an overall investment volume of 10 Billion Euros. This investment is conjointly done by the German Federation, the European Union and the Deutsche Bahn AG. In the last three years, Dr. Spang GmbH was commissioned to intensively evaluate the subsurface soil conditions along the ABS VDE Nr. 8 with a total length of app. 70 km and to prepare about 700 soil reports which especially focus on the improvement of the existing railway connection Nürnberg – Ebensfeld, the construction of two additional railtracks as well as the redesign of crossway constructions. The following paper gives an overview of the three years of geotechnical investigation and design and highlights on geotechnical challenges. As an example, the approach to determine the design water level during the construction and the operation period of the railway will be shown in the context of field investigation works.
In the Irlahüll Tunnel section to Ingolstadt, the high-speed rail route Nuremberg-Ingolstadt-Munich passes through limestone and dolomite with pronounced karst character. Various karst structures were encountered during the driving of the Irlahüll Tunnel. These were classified into four karst types. In order to activate the load-bearing effect of the ring of rock around the tunnel, karst structures had to be stabilised. The required thickness of the treatment was determined by structural calculations. Four specialised civil engineering contractors carried the work out.The challenge was to appropriately stabilise slightly-to strongly-jointed rock, heterogeneously interspersed with karstification structures. The treatment ranged from filling cavities to grouting loose material and rock. The karst structures were stabilised according to karst type, with materials ranging from cement suspension to concrete. The karstified rock mass was systematically drilled, each individual borehole was geologically evaluated and, where required, further investigated by inserting a camera. The quantity, strength and pressure of the grout used were evaluated continuously by the team of experts for the site supervision and appropriate further steps were decided. The success of the stabilisation was demonstrated through quality control drillings and control grouting. The improvement of the rock mass was achieved to the required degree.
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