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Hydraulic modeling is the classical approach to investigate and describe complex fluid motion. Many empirical formulas in the literature used for the hydraulic design of river training measures and structures have been developed using experimental data from the laboratory. Although computer capacities have increased to a high level which allows to run complex numerical simulations on standard workstation nowadays, non-standard design of structures may still raise the need to perform physical model investigations. These investigations deliver insight into details of flow patterns and the effect of varying boundary conditions. Data from hydraulic model tests may be used for calibration of numerical models as well. As the field of hydraulic modeling is very complex, this chapter intends to give a short overview on capacities and limits of hydraulic modeling in regard to river flows and hydraulic structures only. The reader shall get a first idea of modeling principles and basic considerations. More detailed information can be found in the references.
Block ramps are ecologically oriented drop structures with adequate energy dissipation and partially moderate flow velocities. A special case is given with crossbar block ramps, where the upstream and downstream level difference is reduced by a series of basins. To prevent the total structure from failing, the stability of single boulders within the crossbars and the bed material in between must be guaranteed. The present paper addresses the stability of bed material and scour development for various flow regimes. Any bed material erosion may affect the stability of the crossbar boulders, which in turn can result in major damages of the ramp. Therefore new design approaches are developed to choose an appropriate bed material size and to avoid failures of crossbar block ramp structures.
Vermittlung wissenschaftlicher Schreibkompetenzen unter Einbeziehung aktueller Forschungsinhalte
(2008)
Various models have been proposed for the prediction of the necessary support pressure at the face of a shallow tunnel. To assess their quality, the collapse of a tunnel face was modelled with small-scale model tests at single gravity. The development of the failure mechanism and the support force at the face in dry sand were investigated. The observed displacement patterns show a negligible influence of overburden on the extent and evolution of the failure zone. The latter is significantly influenced, though, by the initial density of the sand: in dense sand a chimney-wedge-type collapse mechanism developed, which propagated towards the soil surface. Initially, loose sand did not show any discrete collapse mechanism. The necessary support force was neither influenced by the overburden nor the initial density. A comparison with quantitative predictions by several theoretical models showed that the measured necessary support pressure is overestimated by most of the models. Those by Vermeer/Ruse and Léca/Dormieux showed the best agreement to the measurements.
This paper proposes an approach to the choice and evaluation of engineering models with the aid of a typical application in geotechnics. An important issue in the construction of shallow tunnels, especially in weak ground conditions, is the tunnel face stability. Various theoretical and numerical models for predicting the necessary support pressure have been put forth in the literature. In this paper, we combine laboratory experiments performed at the University of Innsbruck with current methods of uncertainty and sensitivity analysis for assessing adequacy, predictive power and robustness of the models. The major issues are the handling of the twofold uncertainty of test results and of model predictions as well as the decision about what are the influential input parameters.
Geologisch-geotechnischer Planungsprozess von Tunnelbauten mit Schwerpunkt tiefliegender Tunnel
(2014)
Stahlbau
(2005)
Wasserwirtschaft
(2005)
Geotechnik
(2005)
Abfallwirtschaft
(2009)
Siedlungswasserwirtschaft
(2009)
Geotechnik
(2009)
Stahlbau
(2009)
Stahlbetonbau
(2009)
Abfallwirtschaft
(2012)
Siedlungswasserwirtschaft
(2012)
Geotechnik
(2012)
Stahlbau
(2012)
Stahlbetonbau
(2012)
Wendehorst Beispiele aus der Baupraxis / Ulrich Vismann (Hrsg.). - 4., durchges. und aktualis. Aufl.
(2012)
Geotechnik
(2015)
Abfallwirtschaft
(2015)
Siedlungswasserwirtschaft
(2015)
Nachfolgende Ausführungen und Berechnungsbeispiele beziehen sich auf Kapitel 19 Siedlungswasserwirtschaft im „Wendehorst: Bautechnische Zahlentafeln 35. Auflage 2015“ (abgekürzt: BZ). Für den Bau von Anlagen der Siedlungswasserwirtschaft sind ebenso die Grundlagen der Hydraulik zu berücksichtigen. Aus diesem Grunde sind auch die entsprechenden Ausführungen zur Hydraulik zu beachten.
Stahlbau
(2015)
Stahlbetonbau
(2015)
Das Kapitel Stahlbetonbau besteht aus einer Formelsammlung (Teil A) sowie einem Praxisbeispiel (Teil B). In dem Praxisbeispiel werden exemplarisch die erforderlichen Rechenschritte und Nachweise zur Bemessung im GZT und GZG nach Eurocode 2 [1] vorgestellt. Die Hinweise im Text beziehen sich, soweit nicht explizit erwähnt, auf Wendehorst, Bautechnische Zahlentafeln, 35. Auflage, „Stahlbeton- und Spannbetonbau nach Eurocode 2“ [2]. Die zum Praxisbeispiel zugehörigen Konstruktions- und Bewehrungszeichnungen stehen im Onlineportal zu diesem Buch zum kostenlosen Download bereit (siehe unter www.springer.com).
Wendehorst Beispiele aus der Baupraxis / Ulrich Vismann (Hrsg.). - 5., durchges. und aktualis. Aufl.
(2015)
Abfallwirtschaft
(2015)
Siedlungswasserwirtschaft
(2015)
Stahlbau
(2015)
Es ist zwischen Stählen bis S460 und solchen mit höherer Streckgrenze zu unterscheiden. Stähle bis S460 sind auch für die plastische Tragwerksberechnung nach dem Fließgelenkverfahren zugelassen. Bei Stählen oberhalb S460 bis S700 ist neben der elastischen eine nichtlineare plastische Tragwerksberechnung unter Berücksichtigung von Teilplastizierungen von Bauteilen in Fließzonen möglich.