Download Flood Hazard for Nuclear Powerplants Near Coasts, Rivers PDF

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Sample text

No reduction of flood level at the site due to the failure of a downstream dam should be claimed unless it can be demonstrated that the dam would certainly fail. 8. Dam failure should be postulated unless non-failure can be demonstrated with the required probability of exceedance by means of engineering computations. 9. Dams whose failure may give rise to the controlling flood at the site should be assessed for failure under two major hypotheses: (1) (2) The design basis precipitation isohyetals are critically centred in the basin upstream of the dam.

Maximum wind velocity, atmospheric pressure differential, bottom friction and wind stress coefficients) to be used as inputs to a one or two dimensional storm surge model which maximizes the flooding potential. All parameters should be conservatively evaluated and adequately substantiated. 12. The storm surge analysis gives the following as outputs: — Over-water wind field and pressure gradients for the initial position of each storm and for specified later times. — Summary of storm surge calculations, including the total increase in water depth at each specified traverse depth, starting in ‘deep water’25 and continuing to shore at the initial time and at specified later times.

Potential changes in bathymetry due to wave actions should be investigated because of their influence on waves. 14. Available historical data on observed extreme waves for the region should be reviewed to verify the results of the analysis of near shore waves. 15. For each structure, system or component important to safety that is potentially exposed to coastal water action, the characteristics of the design wave should be evaluated from the selected near shore waves, with account taken of the propagation of these waves to the base of the structure.

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