Method for optimizing volume-flow parameters of rainwater treatment facilities in residential and social-business areas (1^st type surface runoff)

Summary

The main provisions of developing the method for the optimization calculation of volume-flow parameters of the treatment facilities for surface (rainwater) runoff of the 1^st type generated in residential and social-business areas, as well as on industrial sites, the runoff from which does not contain significant quantities of pollutants with toxic properties are presented. It is shown that the use of the proposed method with account of the data on the actual series of rains and periods between runoff-generating precipitation over a long-term period, allows reducing the design capacity of the treatment facilities by more than one and a half to two times with a corresponding reduction in capital and operating costs provided full compliance with the requirements of the current design rules and provisions of sanitary and environmental legislation. The method may be relevant for investors in industrial, civil and environmental construction, design organizations, construction and environmental assessment bodies, especially given the implementation of large-scale programs for the development and upgrade of storm water drainage systems in the Russian Federation.

Key words

accumulating tank capacity , capacity of treatment facilities , surface runoff of the 1st and 2nd type , annual series of daily precipitation layers and rainwater runoff

Design capacity of rainfall runoff in a treatment scheme with sedimentation in an accumulation tank

Summary

An iterative calculation of volume-flow rate parameters of the treatment facilities for the 1st type surface runoff for the operating mode with runoff sedimentation in an accumulation tank is presented. The calculation is made using current long-term climatic data on the actual series of rains and average duration of periods between runoff-producing precipitation for a given area. It is shown that the capacity of the treatment facilities determined by the routine calculation does not provide for meeting the regulatory requirement for the treatment of the 70% average annual (average seasonal) amount of the runoff. The most economical option is storage type treatment facilities without runoff sedimentation in the accumulation tank. In this case, the regulatory requirement for the treatment of 70% average annual (average seasonal) amount of the runoff is achieved provided the capacity of the treatment facilities 4.3 times lower than in the scheme with sedimentation in the accumulation tank.

Key words

accumulating tank capacity , capacity of treatment facilities , annual series of daily precipitation layers and rainwater runoff , 1st type surface runoff , conditional period of processing the design rainfall runoff