Modelling constructed wetland treatment system performance

2007 ◽  
Vol 205 (3-4) ◽  
pp. 355-364 ◽  
Author(s):  
Volodymyr Tomenko ◽  
Sirajuddin Ahmed ◽  
Viktor Popov
2009 ◽  
Vol 60 (2) ◽  
pp. 301-309 ◽  
Author(s):  
P. G. Sonavane ◽  
G. R. Munavalli

A constructed wetland treatment system (CWTS) has been adopted for removal of nitrogen from wastewater. The design methodologies developed for CWTS in previous studies were based on thumb rules, and first order/Monod type kinetics models. The use of kinetic models is system/environment specific. There is scope to assess the potential of other reaction kinetic models for their usefulness and applicability. In the present study, lumped and distributed parameter models incorporated with various reactions kinetic were developed. The various processes were incorporated in distributed parameter model for nitrogen transformations. Laboratory/pilot-scale field experiments were carried out and used for verification and application of models developed. The reaction rate parameters were estimated using non-linear least square analysis. The results showed that the conditions within CWTS can be simulated by plug flow. The plant uptake rate was found to be higher than denitrification for nitrate removal. Nitrification and plant uptake are equally dominant for the removal of ammonia nitrogen. The relative contributions by various processes for nitrogen removal can be established using the distributed parameter model. The developed simulation model can be used as a CWTS planning and design tool for the effective control and treatment of nitrogen induced pollution.


2001 ◽  
Vol 44 (11-12) ◽  
pp. 435-440 ◽  
Author(s):  
J.A. Jackson ◽  
M. Sees

The 482-hectare (ha) City of Orlando (Florida) Easterly Wetlands (OEW) was designed to reduce nutrient concentrations in 0.90 m3/s of wastewater from the Iron Bridge Regional Water Reclamation Facility. Design influent nutrient concentrations were 6 mg/L total nitrogen (TN) and 0.75 mg/L total phosphorus (TP). Actual TN and TP concentrations have been less than design, averaging 2.6 mg/L and 0.29 mg/L, respectively from January 1988 through December 1999. If influent concentrations remain at these levels, the OEW may have the potential to treat significantly higher flows since less than 20% of the total area was utilized for nutrient reduction. To test this theory, a capacity study was performed for approximately nine months in 1997 and 1998. Simulated flows of approximately 1.26 m3/s, 1.66 m3/s, and 1.93 m3/s were tested. It was found that approximately 15% of the area was utilized for nutrient reduction during the 1.26 m3/s simulation, 35% in the 1.66 m3/s, and 1.93 m3/s simulations. Based on these testing results, an application was submitted to the state in early 2000 to increase the permitted capacity to 1.57 m3/s.


1994 ◽  
Vol 8 (2) ◽  
pp. 35-46 ◽  
Author(s):  
L. B. Sumrall ◽  
R. Y. Surampalli ◽  
S. K. Banerji ◽  
D. M. Sievers

2011 ◽  
Vol 221 (1-4) ◽  
pp. 301-312 ◽  
Author(s):  
Michael M. Spacil ◽  
John H. Rodgers ◽  
James W. Castle ◽  
Cynthia L. Murray Gulde ◽  
James E. Myers

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