Flow and Load Variations in Treatment Plant Design

1978 ◽  
Vol 104 (2) ◽  
pp. 289-303
Author(s):  
James C. Young ◽  
John L. Cleasby ◽  
E. Robert Baumann
2003 ◽  
Vol 11 (2) ◽  
pp. 245-252 ◽  
Author(s):  
Richard Coulton ◽  
Chris Bullen ◽  
John Dolan ◽  
Clive Hallett ◽  
Jim Wright ◽  
...  

1987 ◽  
Vol 113 (3) ◽  
pp. 567-584 ◽  
Author(s):  
Mark R. Wiesner ◽  
Charles R. O'Melia ◽  
Jared L. Cohon

2020 ◽  
Vol 9 (1) ◽  
pp. 7-16

The conventional wastewater (WW) treatment plant includes physical, chemical, and biological treatment processes that can protect the receiving water bodies from water pollution. The common design constraints, challenges as well as environmental impact would make the wastewater treatment plant’s (WWTP) construction and operation more complex and demanding tasks. Major project constraints for WW plant design are economic, accessibility, fulfilling technical requirements, institutional set-up, health and environment, personnel capacity, and political commitment etc. Design methodology adopted in the current study included project location, unit selections, the design capacity, design period as well as proximity to the population and layout plan. The present manuscript discussed briefly about effluent quality requirements, design issues, environmental impacts, details, and safety concerns. It also highlighted the necessary flexibility to carry out satisfactorily within the desired range of influent WW characteristics and flows. In the present study, every step of the design was verified with Environmental Regulations and suggested to overcome all constraints while designing WWTPs so that standard operational code for the specific region could be implemented to achieve the best treatment performance. The results obtained from analytical calculation were optimized to achieve the best design parameters for field application. The optimized values also reduce the construction and operation cost during the field application.


1972 ◽  
Vol 98 (3) ◽  
pp. 471-489
Author(s):  
Dilip S. Mehta ◽  
Harry H. Davis ◽  
Robert P. Kingsbury

1971 ◽  
Vol 63 (5) ◽  
pp. 281-283 ◽  
Author(s):  
Martin P. Wanielista ◽  
Louis M. Falkson

1993 ◽  
Vol 28 (10) ◽  
pp. 73-81 ◽  
Author(s):  
F. Brissaud ◽  
J. Lesavre

A survey was carried out during the late '80s over 7 infiltration percolation plants, serving populations ranging between 400 and 1700. With sand depths, hydraulic loads, influent COD and NTK concentrations respectively ranging from 0.6 to 0.2 m, 0.07 to 0.77m/day, 820 to 75 and 70 to 10 mg/l, and with different operating schedules, this set of plants displays a wide spectrum of infiltration percolation in use. When plants are suitably designed, sized and operated, primary effluents oxidation is very effective and current EEC quality standards for wastewater treatment plant effluents are matched. Disinfection is poor, below the level expected from laboratory and pilot plant data. This is due to non-uniform spreading of the influents on the infiltration areas and exceedingly short circuits and short water detention times in the sand beds. Based on a theoretical approach and on data obtained from these and many other plants, a sizing methodology is provided. Recommended improvements in the spreading technology, as well as in the plant design and management, should lead to more reliable oxidation and disinfection performance


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