Catastrophic Collapse of Water Supply Reservoirs in Urban Areas

Abstract

Water supply authorities usually operate and maintain a few large reservoirs and a larger number of smaller water supply reservoirs as part of a city's water reticulation system. These water authorities are required to assess the risk of failure and develop a flood warning plan for all of their large reservoirs. Risk assessment of the water supply reservoirs is not required despite the fact that these reservoirs are generally located in elevated positions in residential areas. In recognition of the potential risks, a computer model has been developed to predict the progress of the flood ensuing from the collapse of a water supply reservoir. The computer model is based on the finite volume method and uses a first-order approximate Riemann solver to solve the shallow water wave equations on an unstructured triangular grid. The model is capable of resolving shocks, handling complex geometries, including the influence of steep bed slopes and obstructions, such as buildings and simulating flow over a dry bed. These features of the model are demonstrated using a case study.

Coupled model of surface water flow, sediment transport and morphological evolution

“…At the same time, a negative depression wave spreads upstream into the reservoir. Computed water depths after 7.2 s compare well with results of Fennema and Chaudhry (1990) and with others (e.g., Alcrudo and GarciaNavarro, 1993;Anastasiou and Chan, 1997;Mingham and Causon, 1998;Zoppou and Roberts, 1999).…”

“…To facilitate solution of (18) we follow the approach of Zoppou and Roberts (1999) and introduce the rotation matrix T n ,…”

“…a Note that 1D simulations are computed with the 2D model using few elements in direction in which there is no variation. no analytical reference solution for this test case but various numerical results can be found in the literature (e.g., Fennema and Chaudhry, 1990;Mingham and Causon, 1998;Alcrudo and GarciaNavarro, 1993;Zoppou and Roberts, 1999) Error E between exact solution C j and numerical solution c j is 0.0176 for water depth and 0.0477 for velocity, respectively, where E ¼ ð P n j¼1 jc j À C j jÞ=ð P n j¼1 jC j jÞ and n ¼ 200. Calculation was performed in 153 time steps and required a total CPU (user) time of 0.578 s (see Table 1 for details).…”

"Last-Mile" preparation for a potential disaster – Interdisciplinary approach towards tsunami early warning and an evacuation information system for the coastal city of Padang, Indonesia

“…The conserved quantities are water depth and horizontal momentum in x and y direction (Nielsen et al 2005). A detailed description of the applied numerical scheme can be found in the work of Zoppou & Roberts (1999). The chosen coupling strategy only allows for unidirectional propagation of the incident wave into the ANUGA domain.…”

Numerical and Experimental Study on Tsunami Run-Up and Inundation Influenced by Macro Roughness Elements

“…A robust algorithm is obtained by employing piecewise linear vector function of x and y for the conserved quantities that allows discontinuities across the edges of a cell while slope limiting functions assure numerical stability. A detailed description of the applied numerical scheme can be found in Zoppou and Roberts (1999).…”