Start-up and operation of UASB reactors at 20°C for municipal wastewater treatment

Singh, Kamaljeet; Viraraghavan, T.

doi:10.1016/s0922-338x(98)80014-7

Cited by 54 publications

(35 citation statements)

References 18 publications

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“…This can be ascribed to that after 7 months of system operation; flocculent sludge had built small granules from the flocculent particles that have better performance than the big granules from the granular sludge. Kripa Shankar et al (12) in a previous study attributed this improvement to the aggregation of smaller sludge particles into bigger sludge granules. This was observed by the significant decreasing in the sludge volume index (SVI) of the flocculent sludge from 28.2 ml/g at the beginning of the experiment to 15.6 ml/g at the end of 4hr HRT run which indicated improving in the sludge settleability which is considered the main feature at any stable anaerobic sludge.…”

Section: Step Hydraulic Shock Loadsmentioning

confidence: 90%

“…Both types of the biomasses are considered as aggregated sludge. However, the most important difference between a granular sludge and flocculent sludge is that flocculent sludge can easily disintegrate under conditions of mild mixing, while granular sludge remains intact even under hydraulic stress (12) . These characteristics make granular sludge showed better performance in treating mainly soluble wastewater than the flocculent sludge (3,7) .…”

Section: Introductionmentioning

confidence: 99%

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Application of the UASB inoculated with flocculent and granular sludge in treating sewage at different hydraulic shock loads

Sabry

2008

Bioresource Technology

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Section: Step Hydraulic Shock Loadsmentioning

confidence: 90%

Section: Introductionmentioning

confidence: 99%

Application of the UASB inoculated with flocculent and granular sludge in treating sewage at different hydraulic shock loads

Sabry

2008

Bioresource Technology

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“…Approximately 12.7, 4.4 and 16.2% of the influent COD could not be accounted for COD balance in the test runs 1, 2 and 3, respectively. These results are in agreement with Singh and (10) 85 (10) 17 (41) 46 (29) MBBR effluent 54 (8) 12 (2) 6 (3) 37 (7) %R* 71 (10) 69 (17) 85 (11) 58 (20) Overall removal efficiency (13) 80 (15) 9 (69) 24 (24) MBBR effluent 95 (21) 17 (4) 12 (3) 65 (16) %R* 57 (17) 63 (43) 64 (23) 42 (21) Overall removal efficiency 86 (6) 96 (2) 73 (22) 55 (28) Run 3 Sewage 803 (301) 603 (349) 49 (27) 151 (53) UASB effluent 293 (71) 122 (66) 44 (18) 127 (36) %R* 58 (22) 74 (23) 10 (41) 15 (12) MBBR effluent 142 (23) 25 (7) 19 (5) 97 (17) %R* 49 (14) 69 (25) 51 (20) 20 ( Viraraghavan [20] who found a COD gap of about 10-15% of the total input COD of the UASB reactor treating sewage at 20°C. This is partially attributed to COD consumption for cell synthesis.…”

Section: Cod Fractions Removalmentioning

confidence: 99%

Treatment of domestic wastewater in an up-flow anaerobic sludge blanket reactor followed by moving bed biofilm reactor

Tawfik

El‐Gohary

Temmink

2009

Bioprocess Biosyst Eng

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The performance of a laboratory-scale sewage treatment system composed of an up-flow anaerobic sludge blanket (UASB) reactor and a moving bed biofilm reactor (MBBR) at a temperature of (22-35°C) was evaluated. The entire treatment system was operated at different hydraulic retention times (HRT's) of 13.3, 10 and 5.0 h. An overall reduction of 80-86% for COD total ; 51-73% for COD colloidal and 20-55% for COD soluble was found at a total HRT of 5-10 h, respectively. By prolonging the HRT to 13.3 h, the removal efficiencies of COD total , COD colloidal and COD soluble increased up to 92, 89 and 80%, respectively. However, the removal efficiency of COD suspended in the combined system remained unaffected when increasing the total HRT from 5 to 10 h and from 10 to 13.3 h. This indicates that, the removal of COD suspended was independent on the imposed HRT. Ammonia-nitrogen removal in MBBR treating UASB reactor effluent was significantly influenced by organic loading rate (OLR). 62% of ammonia was eliminated at OLR of 4.6 g COD m -2 day -1 . The removal efficiency was decreased by a value of 34 and 43% at a higher OLR's of 7.4 and 17.8 g COD m -2 day -1 , respectively. The mean overall residual counts of faecal coliform in the final effluent were 8.9 9 10 4 MPN per 100 ml at a HRT of 13.3 h, 4.9 9 10 5 MPN per 100 ml at a HRT of 10 h and 9.4 9 10 5 MPN per 100 ml at a HRT of 5.0 h, corresponding to overall log 10 reduction of 2.3, 1.4 and 0.7, respectively. The discharged sludge from UASB-MBBR exerts an excellent settling property. Moreover, the mean value of the net sludge yield was only 6% in UASB reactor and 7% in the MBBR of the total influent COD at a total HRT of 13.3 h. Accordingly, the use of the combined UASB-MBBR system for sewage treatment is recommended at a total HRT of 13.3 h.

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“…The stabilisation of the sludge blanket within a newly seeded plant can be influenced by a range of operational factors associated with both the new plant and the plant that the sludge originated from including wastewater composition, type of reactor, sludge temperature nutrient content and pH (Singh et al, 1997). When sludge conditions of a UASB closely match those of where the sludge seed originates from start up can be achieved in less than a week (Wolmarans and Villiers, 2002).…”

Section: Introductionmentioning

confidence: 99%

Start Up of a UASB Treating Malted Ingredient Manufacturing Wastewater

Cairns¹,

Mead

2018

EMSD

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With a greater push to achieve waste management and renewable energy targets technologies such as anaerobic digestion (AD) have increased in popularity. One such technology option is the Upflow Anaerobic Sludge Blanket (UASB) reactor, these have been shown to be a particularly robust option for high strength organic wastewaters, such as those generated by the malted ingredient manufacturing industry. Despite their effectiveness they are reported to have lengthy and complex start ups due to the range of physiochemical and biological interactions influencing sludge blanket stability. This process can be sped up by seeding the plant from sludge from similar plants, however this is not always possible. This paper aims to investigate the start up of a full-scale mesophilic UASB treating malted ingredient wastewater that was initially seeded with a granular sludge treating dairy wastewater. Operational performance during the first 75 days of start up was comparable to that of a fully established plant with a COD removal efficiency in excess of 81.89% and a biogas methane concentration greater than 57.24%. During this period the plant remained operationally robust with the Organic Loading Rates (OLR) exuding the greatest influence on plant performance. Similar to operations during stable conditions key operational parameters such as HRT times, temperatures and pH did not exert a strong influence on the plant.

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Start-up and operation of UASB reactors at 20°C for municipal wastewater treatment

Cited by 54 publications

References 18 publications

Application of the UASB inoculated with flocculent and granular sludge in treating sewage at different hydraulic shock loads

Application of the UASB inoculated with flocculent and granular sludge in treating sewage at different hydraulic shock loads

Treatment of domestic wastewater in an up-flow anaerobic sludge blanket reactor followed by moving bed biofilm reactor

Start Up of a UASB Treating Malted Ingredient Manufacturing Wastewater

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