Full-scale municipal wastewater treatment by up-flow anaerobic sludge blanket (UASB) in Egypt

2011 ◽  
pp. 134-145
Author(s):  
T. Nada ◽  
A. Moawad ◽  
F.A. El-Gohary ◽  
M.N. Farid
Keyword(s):  
Wastewater Treatment ◽  
Municipal Wastewater ◽  
Full Scale ◽  
Anaerobic Sludge ◽  
Municipal Wastewater Treatment ◽  
Anaerobic Sludge Blanket

Anaerobic-Aerobic Treatment of Municipal Wastewaters with Full-Scale Upflow Anaerobic Sludge Blanket and Attached Biofilm Reactors

1990 ◽  
Vol 22 (1-2) ◽  
pp. 475-482 ◽  
Author(s):  
C. Collivignarelli ◽  
G. Urbini ◽  
A. Farneti ◽  
A. Bassetti ◽  
U. Barbaresi
Keyword(s):  
Wastewater Treatment ◽  
Energy Consumption ◽  
Fluidized Bed ◽  
Municipal Wastewater ◽  
Fixed Bed ◽  
Upflow Anaerobic Sludge Blanket ◽  
Anaerobic Sludge ◽  
Municipal Wastewater Treatment ◽  
Municipal Wastewaters ◽  
Anaerobic Sludge Blanket

The results of pilot experiments on municipal wastewater treatment using advanced processes are described. The most important aims of this research were to achieve reductions in energy consumption, environmental impact, quantity of stabilized sludge produced, and area necessary for plant construction. The pilot plant, which was constructed in the environs of the Senigallia (AN, Italy) municipal wastewater treatment plant, had a capacity of 500 to 2500 population equivalents (p.e.). In the most attractive system, municipal wastewaters with a low organic concentration were first treated in an upflow anaerobic sludge blanket (UASB) bioreactor with a capacity of 336 m3. Part of the effluent from this process was then conveyed to an anoxic biological fluidized bed (with a volume of 8 m3 filled with 3 m3 of quartzite sand) for pre-denitrification, and then to an aerobic fixed bed (with random plastic media and a volume of 8m3) for nitrification. It was also possible to treat the municipal wastewaters using the anaerobic fluidized bed directly, after microscreening or primary sedimentation. The research undertaken was intended to verify the reliability of these processes at ambient temperatures and with variable wastewater concentrations. The preliminary results obtained for COD, BOD, and N removal from municipal wastewaters indicate that this system is quite an attractive treatment alternative, mainly due to its low sludge production and energy consumption. These results will enable accurate design criteria to be identified for the construction of more economic treatment plants on a larger scale.

Potentials and limits of a pre-denitrification/nitrification biofilter configuration for advanced municipal wastewater treatment

2007 ◽  
Vol 55 (8-9) ◽  
pp. 115-123 ◽  
Author(s):  
E. Rother ◽  
P. Cornel
Keyword(s):  
Wastewater Treatment ◽  
Municipal Wastewater ◽  
Organic Substrate ◽  
Full Scale ◽  
Municipal Wastewater Treatment ◽  
Municipal Wastewaters ◽  
Stage 1 ◽  
Recycle Rate

Pre-denitrification in biofilters is limited by the amount of easily degradable organic substrate, resulting in relatively high requirements for external carbon. The combination of pre-DN, N and post-DN filters is much more advisable for most municipal wastewaters, because the recycle rate can be reduced and external carbon can be saved. For minimum use of external carbon, 100–150% recycle rate should not be exceeded. Then, approximately 50–60% of the total NO3-N can be depleted in the pre-DN stage. On average, 10 g total (t) COD/g NO3-N were required in the pre-DN stage for denitrification in the pilot and full-scale plant and 0.4–0.5 kg NO3-N/(m3DN d) can be reached without external carbon. As only 40–70% of the COD load is eliminated in the pre-DN, the remaining COD load is removed in the nitrification stage. 1 kg COD/(m3 d) suppresses nitrification rates by approximately 0.1 kg NH4-N/(m3 d). For nitrification rates, >0.5 kg NH4N/(m3 d) at 12°C not more than 2 kg COD/(m3N d) may be eliminated in the nitrification.

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